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r b ye •E .r �i> t , � ° CONSULTING : 503.222.4453 � y Y y " `" 1- E N G I N E E R S F 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 W www.vlmk.com NO V 2�6 ' SU ILDIf� � Ti STRUCTURAL CALCULATIONS '�,�� for APPROVED PLANS LU ®E U- ATTACHED: gpEC1F1CATlON BOOK STRUCTURAL CALLS GEQTECH REPO @j;so 6 1 Fanno Creek PIT Building A 1 Tigard, Oregon 1 for Off 10E C PI LRS Architects 1121 SW Salmon, Suite 100 Portland, OR 97205 ik 1 ' ¢0p PRQ,e � v \GI 1 1 loc. - OREGON cf p ,3, EXPIRES: 12/31/ ZO VLMK Job Number 205497 October 12, 2006 Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement .1 I Structural Calculations DC -1 Fanno Creek Place - Building A I 1 . 0 - J r a f' I : 1 �� LI (' � 0 C T 2 2006 L 1 Fanno Creek Place C!,'? ,. - Building A �.. _t:,, : :23 I Upper Boones Ferry Road Tigard, Oregon I VLMK JOB NO. 205497 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT I October 12, 2006 1 pi, TABLE OF CONTENTS I Design Outline and Criteria DC -1 thru DC -5 Framing Design I Roof F -1 thru F -23 Third F -24 thru F -36 I Second F -37 thru F -55 Rigidities and Weight Accumulations R -1 thru R -20 I Lateral Load Analysis L -1 thru L -18 Tilt -wall Panel Design I Out -of -plane P -1 thru P -22 In -plane Analysis Q -1 thru Q -11 I Column and Foundation Design C -1 thru C -36 Misc. Architectural Items (canopies, screen walls, etc) A -1 thru A -19 I I I G\Acad205\205497\CALCS \Fanno Creek Bldg A - DC.doc 1 Structural Calculations DC -2 Fanno Creek Place - Building A 1 ' DESCRIPTION OF STRUCTURAL SYSTEM The Fanno Creek Place project includes two new office buildings. Labeled as Building A and Building B, they incorporate approximately 74,000 and 56,000 square feet of area, respectively, on three levels. Bearing Wall System: Exterior walls, on one interior shear wall in each building, are concrete tilt -up. Design of the panels, however, does not utilize the slender wall provisions, but rather follows more conventional concrete design methods ' Roof Structure: The roof structure utilizes metal decking supported by open -web steel joists ' and girders. Concrete support pads are provided at the mechanical units. Floor Framing: The main floor is a concrete slab -on- grade. Upper floors are framed with a combination of open -web steel joists and girders, and wide - flange beams /girders that support a concrete slab over metal deck. Columns are tube steel. Foundations: ' Foundations are conventional concrete spread footings. Lateral System: ' Lateral loads are resisted by the concrete wall panels acting as shear walls. Diaphragms at the roof, 3rd and 2nd floor transfer lateral load to these walls. Design of the lateral force resisting system is controlled by seismic loads and 1 distribution of forces is based on the relative rigidities of the panels. I G:\Acad205 \2054971CALCS \Fanno Creek Bldg A - DC .doc 2 Structural Calculations DC -3 Fanno Creek Place - Building A I DESIGN CRITERIA: I CODES: 2004 Oregon Structural Specialty Code I (Based on the 2003 International Building Code.) I DESIGN LOADS: I Live Loads: Roof Snow Load: Flat Roof Snow Load, Pf 25.0 psf I Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, Is 1.1 Thermal Factor, Ct 1.0 I Snow drift As Req'd l Floor Loads Floor (office) 50 psf Partitions 20 psf Dead Loads: Roof I Roofing (new and future) 4.0 psf Insulation 1.5 psf Metal Deck 2.3 psf I Framing 5.0 psf Suspended Ceiling 2.0 psf Mech. and electrical 3.0 psf I Misc. 2.2 psf Total Roof Load 20.0 psf I Floor W3 deck with concrete (5 -1/2" total) 48.3 psf Metal deck (20 gauge) 2.3 psf I Framing 5.0 psf Mech. and electrical 1.5 psf Suspended ceiling 2.0 psf I Misc. 0.9 psf Total Floor Load 60.0 psf I Additional Loads Roof mounted mechanical units As noted I I G:\Acad205 \205497\CALCS \Fenno Creek Bldg A - DC.doc 3 Structural Calculations DC -4 Fanno Creek Place - Building A I Wall Weights 1 8" Concrete tilt panel 100.0 psf Normal weight concrete 150.0 pcf I Wind Basic Wind Speed (3- second gust) 100 mph Wind Importance Factor, Iw Iw = 1.0 I Building Category II Wind Exposure B I Internal Pressure Coefficient Gcpi = +1- 0.18 1 Seismic Seismic Importance Factor 1.0 Seismic Use Group I I Mapped Spectral Response Accelerations Ss = 105.8% S1 = 36.7% Site Class C I Spectral Response Coefficients Sds = 70.5% Sd1 = 35.0% Seismic Design Category D PI Basic Seismic force resisting system(s) Special Reinf. Conc. Shear Wall Design Base Shear V = 752 kips I Seismic response coefficient(s) Cs = 0.141 Response modification factor R = 5 Analysis procedure used Equivalent Static I MATERIALS Concrete: I Footings f 'c = 3,000 psi Slab -on -grade (interior) f 'c = 3,500 psi Slab -on -grade (exterior) f `c = 3,000 psi I Slab on Metal Deck f 'c = 3,500 psi Tilt panels f `c = 4,000 psi 1 Reinforcing Steel: ASTM A615, Gr.60 Fy = 60 ksi I ASTM A706, Gr.60 (If rebar is to be welded) Fy = 60 ksi Structural Steel: I Wide Flange Beams ASTM A992 Fy = 50 ksi Plates, Shapes ASTM A36 Fy = 36 ksi Structural Tubes ASTM A500 Gr.B Fy = 46 ksi Structural Pipes ASTM A53 Gr.B Fy = 35 ksi I G:1Acad2051205497\CALCS\Fanno Creek Bldg A - DC.doc 4 ' Structural Calculations DC -5 Fanno Creek Place - Building A I 1 Metal Studs 18 and 20 Gauge ASTM A653 SS Gr.33 Fy = 33 ksi I 16 Gauge and heavier ASTM A653 SS Gr.50 Fy = 50 ksi ' Bolts and Anchors: Structural Bolts ASTM A325 Ft= 44 ksi Shear Studs ASTM A108, Type B I Anchor Bolts ASTM A307 (typical Ft = 20 ksi U.O.N.) ASTM A449 Ft= 40 ksi I Anchor Rods (foundation) F1554 Gr. 55 Weldable Fy = 55 ksi F1554 Gr. 105 Fy = 105 ksi 1 Threaded Rods ASTM A36 (typical Fy = 36 ksi U.O.N.) ASTM A572 Gr. 50 Fy = 50 ksi PI Drilled Anchors: Concrete Drilled Anchors ITW /Ramset — Red ICC ER -1372 I HeadTrubolt Simpson Wedge -All ICC ER -3631 Anchor I Hilti - Kwik -Bolt II ICC ER -4627 Concrete Epoxy Anchors ITW /Ramset — Epcon ICC ER -4285 I Ceramic 6 Power -Fast Adhesive ICC ER -4514 Anchor I Simpson — ET Epoxy Tie ICC ER -4945 Hilti — HY150 Adhesive ICC ER -5193 Anchor I Masonry Drilled Anchors Hilti - Kwik -Bolt II ICC ER -4627 Hilti — HY 150 Adhesive ICC ER -5193 I Anchor Concrete Screw Anchors Titen HD by Simpson ICC ER -1056 I Strong -tie Company Wedge Bolt by Powers ICC ER -5788 Fasteners I I G:1Acad205\2054971CALCS \Fanno Creek Bldg A - DC .doc 5 1 General Criteria RAM Manager v11.0 tn F I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 / 09/12/06 16:41:25 INfrERNARDNAL Building Code: IBC I BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General I ROOF LOADS: Consider Snow Loads, Ignore Roof Live Loads DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION: Include Roof Levels: No Include Urn Levels: Yes Include Storage Levels: Yes SELF - WEIGHT: ' Automatically calculate and include Self - Weight for Member Dead Loads: Beams: Yes Columns: Yes Walls: Yes Slabs / Decks: Yes PI Automatically calculate and include Self - Weight for Story Masses: Beams: No Columns: No Walls: Yes Include full mass of walls below only Slabs / Decks: No I 1 I I I Beam Design Criteria ill RAM Steel vl 1.0 I to F"-z_ RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 INT Building Code: IBC Steel Code: ASD 9th Ed. I TABLES SELECTED: Master Steel Table: ramaisc I Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: I Check Unbraced Length Do Not Consider Point of Inflection as Brace Point I Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange I Calculate Cb for all Simple Span Beams Use Cb =1 for all Cantilevers SPAN/DEPTH CRITERIA: I Maximum Span/Depth Ratio (ft/ft): 0.00 DEFLECTION CRITERIA: I Default Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 01 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 I Total (Init +Superimp- Camber): 240.0 2.0 Shored Dead Load: 0.0 0.0 I Live Load: 360.0 0.0 Total Load: 240.0 2.0 1 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 1 Total Load: 240.0 2.0 Alternate Criteria L/d delta (in) I Unshored Initial (Construction Load): 0.0 0.0 Post Composite I Live Load: 600.0 1.5 Total Superimposed: 0.0 0.0 I Total (Init +Superimp - Camber): 360.0 3.0 Shored Dead Load: 0.0 0.0 I Live Load: 0.0 0.0 Total Load: 0.0 0.0 Noncomposite I Dead Load: 0.0 0.0 t Beam Design Criteria FR RAM Steel v11.0 Pa 2/2 to F t DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 PirERNATosAL Building Code: IBC Steel Code: ASD 9th Ed. Live Load: 600.0 0.0 Total Load: 360.0 1.5 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span < 25.0 ft Do not Camber Beams with Weight < 0.0 lbs /ft Do not Camber Beams with Weight > 1000.0 lbs /ft Do not Camber Beams with Depth < 14.0 in Do not Camber Beams with Depth > 100.0 in Percent of Dead Load used for Camber: 80.00 ' (For Unshored Composite the specified % of Construction DL is used) Camber Increment (in): 0.500 ' Minimum Camber (in): 1.000 Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span < 25.0 ft Do not Camber Beams with Weight < 0.0 lbs /ft PI Do not Camber Beams with Weight > 1000.0 lbs /ft Do not Camber Beams with Depth < 14.0 in Do not Camber Beams with Depth > 100.0 in Percent of Dead Load used for Camber: 80.00 Camber Increment (in): 0.500 Minimum Camber (in): 1.000 I Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Uniform Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 I Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 3 6.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web Joist Design Criteria 1 RAM to I I RAM Steel vl 1.0 �_- WTE2NAT101J4 DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 I DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji • Tolerance for Variation of Uniform Load: 5.00 % Joists with Non - uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % I ALTERNATE JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non - uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % I JOIST GIRDERS: Tolerance for Variation of Point Loads: 5.00 % Tolerance for Spacing of Point Loads (in): 3.00 Maximum Uniform Load to Lump (k/ft): 0.10 JOIST SELECTION: Allowable Stress Ratio: 1.00 DEFLECTION CRITERIA: ' Default Criteria Dead Load: L/d delta (in) 0.0 0.0 Live Load: 360.0 0.0 ' Total Load: 240.0 2.0 Alternate Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 600.0 0.0 Total Load: 360.0 1.5 Note: 0.0 indicates No Limit I 1 II o IC 241(7 0 281(9 241(7 {Sa 5. 281(9 A tO tit E - r 221(6 281(7 O a' re3 P ' xxGSP 221(6 281(7 xxGSP O C 121(1 xxGSP waxi xxGSP 121(1 Q. 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', A- A- o N -� - 3k 12K1 3k 6k 22K6 6k 7k 28K7 7k ,3k 12K1 3k co 3k 12K1 3k gE xxGSP 8k kk 28K7 7k 53k 12K1 3k n3kV8x13k - I 3k 12K1 3k 9k xxGSP a 13k 7k 28K7 7k 3k 12K1 3k o � c W o 3k 12K1 3k j9k xxGSP 14k f7k 28K7 7k 3k 12K1 3k ' , 3k 12K1 3k 9k xxGSP 14k F 6k 28K7 6k 3k 12K1 3k K w 3k 12K1 3k -k xxGSP E 14k J6k 28K7 6k 3k 12K1 3k o w 1 8 3k 12K1 3k k xxGSP 8 x 1 8k 6k 28K7 6k 3k 12K1 3k N '_, co 3kW12x196k�6k 22K7 6kf`7k 26K9 7kii`6kW12x194k , '1 I x w \ / , 1 7k 26K9 7k 9k 32LH06 9k r cc cs, 1 { 16K3 4k g6k 20K5 6k f . s u 7 � I 4k 18K3 4k 6k 24K4 6k / , C p O I CD CC4 O b i Li 7311 `°W I MI° ao MI OM NM MI— r �F1M r— �■ P RAM Steel v11.0 to MN NM iIII MO MI r RAM DataBase: Fanno BIdgA 50psf 8 -15 -06 09/14/06 13:30:05 TERNAM - Building Code: IBC Steel Code: ASD 9th Ed. 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'.--...-- .--.. :-_,.• -- • ' ' 0,o ,. 71 6-• INN 11111111 IMO IIIII MO MI NM 1111111F1 M OM 1111. OM MN OM • MN MN i RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/14/06 13:30:05 uvrEN4noNk Building Code: IBC Steel Code: ASD 9th Ed. Snow Loads Label Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf I Snow Constant 25.000 - -- - -- I 3 4 N N W w 5 6 4 ❑ 7 ❑ 9 ❑ 6 p C 12 I 13 14 15 n P. I 16 w 17 21 19 20 22 23 8 25 26 C O p u Go I 28 ❑ 29 o 32 ❑ 3 p 36 37 39 40 to en 42 i 46 48 �- 52 ❑ 58 59 60 61 62 , 63 81 64 65 I 66 67 68 69 70 0 71 8 B 74 ❑ 76 I 11 - c71 78 79 80 81 r d 82 r 83 84 ! 86 87 88 89 ,11 90 ❑ 91 0 93 C2 95 15' '- \, I 97 98 99 100 101 102 103 104 I fe '43 as 105 106 107 108 109 110 ❑ 112 114 _ 116 117 118 119 ..„ _ -. 121 j 122 126 ' 124 125 0) 127 128 130 131 I 132 ❑ 133 g ❑ 136 138 7 w \'• 139 140 61 _ - 142 43 I 145 146 148 149 151 152 1 150 . 153 154 —17 55 157 0 158 ❑ 1619= a I 162 163 n O 7 1 -21 54 ❑ 165 166 ❑ - _ 9 O C/1 ,— I N 168 169 d w -. , -d /-' 42,5 /----- CrJ 6 I Fil Load Diagram RAM Steel v11.0 F 3 I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/14/06 13:30:05 INTENATCNAL Building Code: IBC I Floor Type: Roof Beam Number = 10 Span information (ft): I -End (24.00,46.75) J -End (46.17,46.75) I -P4 I -P2 I P1 I P3 W1 2 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 7.125 4.881 6.101 0.000 10.981 P2 14.250 8.980 9.611 0.000 18.591 P3 15.250 1.604 1.023 0.000 2.626 Ill P4 21.375 12.459 11.384 0.000 23.843 ft k/ft k/ft k/ft k/ft I W1 0.000 0.000 0.000 0.000 0.000 W2 22.166 0.000 0.000 0.000 0.000 I I I I I I I I I Fil Load Diagram RAM Steel v11.0 1L / I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/14/06 13:30:05 NrERNATKNAL Building Code: IBC I Floor Type: Roof Beam Number = 33 Span information (ft): I -End (52.50,46.75) J -End (82.50,46.75) 1 -P1 -P2 II -P4 I I P3 Wi W2 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 7.500 13.217 11.949 0.000 25.167 P2 15.000 12.513 11.528 0.000 24.041 P3 19.667 1.709 1.084 0.000 2.794 III P4 22.500 9.470 10.126 0.000 19.596 ft k/ft k/ft k/ft k/ft I W1 0.000 0.000 0.000 0.000 0.000 W2 30.000 0.000 0.000 0.000 0.000 I I I I I I I I ' Load Diagram RAM Steel v11.0 tn I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/14/06 13:30:05 INTERNATC Building Code: IBC I Floor Type: Roof Beam Number = 113 Span information (ft): I -End (172.50,46.75) J -End (202.50,46.75) I -P4 I P2 -1 I I P3 W1 W2 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 7.500 5.137 6.422 0.000 11.559 P2 15.000 8.830 9.837 0.000 18.667 P3 18.000 1.293 0.900 0.000 2.193 III P4 22.500 12.146 11.360 0.000 23.506 ft k/ft k/ft k/ft k/ft I W1 0.000 0.000 0.000 0.000 0.000 W2 30.000 0.000 0.000 0.000 0.000 I I I I I I I 1 Fil RAM Steel v11.0 Load Diagram to F' re 1 RAM DataBase: Fanno BidgA 50psf 8 -15 -06 09/14/06 13:30:05 Itsfr Building Code: IBC I Floor Type: Roof Beam Number = 120 Span information (ft): I -End (182.50,84.25) J -End (231.00,84.25) I -P1 -P2 P3 P4 P5 P6 I 141 w2 I ..\ ..\ \ .' ■ & _' I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 5.000 3.994 4.992 0.000 8.986 P2 12.500 3.994 4.992 0.000 8.986 P3 20.000 3.894 4.867 0.000 8.761 P4 27.125 3.794 4.742 0.000 8.536 P5 34.250 3.794 4.742 0.000 8.536 I P6 41.375 3.794 4.742 0.000 8.536 ft k/ft k/ft k/ft k/ft I W1 0.000 0.099 0.000 0.000 0.099 W2 48.500 0.099 0.000 0.000 0.099 I I I I I I I 1 Gravity Beam Design RAM Steel v11.0 to F ^f7 1 RAIN DataBase: Fanno BidgA 50psf 8 -15 -06 09/14/06 13:30:05 ZN^ Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Roof Beam Number = 120 SPAN INFORMATION (ft): I -End (182.50,84.25) J -End (231.00,84.25) I Beam Size (Optimum) = W30X99 Fy = 50.0 ksi Total Beam Length (ft) = 48.50 1 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.000 1.18 0.00 0.0 0.00 0.00 0.0 1.48 Snow 1 5.000 2.81 0.00 0.0 0.00 0.00 0.0 3.52 Snow 12.500 1.18 0.00 0.0 0.00 0:00 0.0 1.48 Snow 12.500 2.81 0.00 0.0 0.00 0.00 0.0 3.52 Snow 1 20.000 1.15: 0.00 0.0 0.00 0.00 0.0 1.44 Snow 20.000 2.74 0.00 0.0 0.00 0.00 0.0. 3.43 Snow 27.125 1.12 0.00 0.0 0.00 0.00, 0.0 1.40 Snow 1 27.125 2.67 0.00 0.0 0.00', 0.00 0.0 3.34 Snow 34.250 1.12 0.00' 0.0 0.00 0:00 0.0 1.40 Snow I 34.250 2.67 0.00 0.0 0.00 0.00 0.0 3.34 Snow 41.375 1.12 0.00 0.0 0.00 0.00 0.0 1.40 Snow 41.375 2.67 0.00 0.0 0.00 0.00 0.0 3.34 Snow M LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.099 0.000 - -- NonR I 48..500 0.099 0.000 SHEAR: Max V (DL +LL) = 29.80 kips fv = 2.02 ksi Fv = 19.70 ksi I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange - Compr Flange kip -ft ft ft fb Fb fb Fb 1 Center Max + 379.3 27.1 7.1 1.01 16.92 33.00 16.92 33.00 Controlling 379.3 27.1 7.1 1.01 16.92 33.00 - -- - -- I REACTIONS (kips): Left Right DL reaction 14.58 13.49 I Max +LL reaction 15.22 13.86 Max +total reaction 29.80 27.34 I DEFLECTIONS: Dead load (in) at 24.25 ft = -0.676 L/D = 860 Live load (in) at 24.25 ft = -0.712 L/D = 817 1 Net Total load (in) at 24.25 ft = -1.389 L/D = 419 1 I I Load Diagram RAM Steel v11.0 to F- / 3 I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/14/06 13:30:05 Building Code: IBC I Floor Type: Roof Beam Number = 159 Span information (ft): I -End (231.00,46.75) J -End (263.50,46.75) 1 -P1 I P2 -P3 I W1 W2 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 8.750 6.737 8.422 0.000 15.159 P2 17.500 3.995 4.994 0.000 8.988 0 P3 25.750 4.125 5.156 0.000 9.281 ft k/ft k/ft k/ft k/ft I W1 0.000 0.000 0.000 0.000 0.000 W2 32.500 0.000 0.000 0.000 0.000 I I 1 I I I I I I '1,7 /( CONSUL TING JOB NAME: Fanno Creek 1�/1 ENGINEERS JOB No: 204597 SHEET. No: 933 SW Kelly Avenue • Portland • Oregon 97201 -4393 DATE: 9/14/2006 503.222.4453 ®503.248.9263 ®vlmk @vlmk.com ®www.vlmk.com , I DRIFTED SNOW CALCULATION - 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF I TYPE OF PROJECTION = 2 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF 4 = CANOPY OR LOW ROOF I f u I.B.C. REFERENCES SECTION 7 OF ASCE 7 Surcharge Load Due to Drifting i u Balanced Snow L Load j �\ 111 Location => East and West Parapets 1= 1.00 importance factor I P 9 = 25 (PSF) ground snow I„= 100 (FEET) roof associated with projection h 1.45 (FEET) height of balanced snow I h r = 2.75 (FEET) height of roof projection C 1.00 snow thermal factor I Ce= 1.00 snow exposure factor PF 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load I hd= 1.30 (FEET) height of drifted snow 7 = 17.25 (PCF) (Eq.7 -4) density of drifted snow I (h r h /h 0.90 P 7(h +h 47.44 (PSF) max drift load + roof snow load I w= 5.20 (FEET) length of drifted snow slope of drift= 1: 4.0 I max drift load, P = 22.44 (PSF) peak of drifted snow only limited by (P -P or ( h ) *( y ) 1 I -V la Ar CONS U L T I N G JOB NAME: Fanno Creek rt E N G I N E E R S JOB No: 204597 SHEET. No: 933 SW Kelly Avenue • Portland • Oregon 97201 -4393 DATE: 9/14/2006 503.222.4453 Q 503.248.9263 ® vlmk @vlmk.com is www.vlmk.com 1 DRIFTED SNOW CALCULATION - 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF ,I TYPE OF PROJECTION = 2 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF 4 = CANOPY OR LOW ROOF L' l u / f iii I.B.C. REFERENCES SECTION 7 OF ASCE 7 i ; Surcharge Load Due to Drifting / ,., L Balanced Snow s Load L d 1111.1111 .nt / W pi Location => North and South Parapets I P9= 1= 1.00 importance factor 25 (PSF) ground snow l„= 265 (FEET) roof associated with projection I h 1.45 (FEET) h 2.75 (FEET) height of balanced snow height of roof projection C 1.00 snow thermal factor I Ce= 1.00 snow exposure factor P 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load I hd= 1.30 (FEET) height of drifted snow 7 = 17.25 (PCF) (Eq.7 -4) density of drifted snow I (h r h /h 0.90 P y(h +h 47.44 (PSF) max drift load + roof snow load I W= 5.20 (FEET) length of drifted snow slope of drift= 1: 4.0 I max drift load, P = 22.44 (PSF) peak of drifted snow only limited by (P -P or ( h ) *( y ) 1 CONULING Job F e-leee-14 V1.4M/C■ E N D S N E R S Cient Job No ZZ By 77\-- v 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.92630 Date Sheet No F Z( 1 cz9� frovee C.) r Pr 1 4 yey" x / %" o C 3 � / 4 7 I ) z z/ /Z . h a rile* Colin >I _ 2 -/2 31,,* tzt/ I 1 .5 5 - 75 - 1›,311 wrr = //74,0 x I a = 4'Z1 0$ 1 /116 0 ZQ z• 1 y,n Ns Goa.4 for = f3 z.v - 5 7, 1 I 1 I Job PO44 vLmIK. C O N G S I U L E T E IN R Gs Client Job No. J G'S? , � - 1 - -- B Y ,' 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 Date Sheet No rner 4t9N /C A. 00 Pr yOrre, 3" - C4 LtWe .r- 6 CE a C9�lr: PI (Q'" tZ. 0,4 / fit. 6o-R-L-- LDP.'S? S -= t.4 : 75 r 7S> , 7 1 6 "' o, c. /ED Nly9) 07- k 4- m? Sa C ` ') = zeta_ FLF USE- al (fq) = rtsf = 300 -4-79z = �z S�Z r- X7 1/4 I I I CONSULTING P 503.222.4453 V ENGINEER F 503.248.9263 Job Name Fanno Creek II E vlmk @vlmk.com Job No. 205497 3933 SW Kelly Avenue • Portland • Oreaon 97239 -4314 W www.vlmk.com Sheet No. F - I Seismic Anchorage Calculations Software v1.0. Copyright VLMK Consulting Engineers 2005 Calculations based on the 2004 Oregon Structural Specialty Code (2003 IBC). I Title: Mechanical Unit - Bldg A , JS , DESIGN INPUT x I Seismic Parameters Ss = 105.8% Portland, OR 97070 • 3 CG a • Site Class = D (assumed) • — Sds = 70.5% tcR Y Ap = 1.0 (Table 9.6.3.2 ASCE7 -02) Ycg Rp = 2.5 (Table 9.6.3.2 ASCE7 -02) -- • 1 2 • Ip = 1.0 Importance Factor Xcg Machine Data (approximate) PLAN VIEW Wp = 16,050 Machine Weight (lbs.) 1 X = 424.0 Base Dimension (inches) Y = 140.0 Base Dimension (inches) Xcg = 216.0 Center of Gravity (inches) I Ycg = 73.0 Center of Gravity (inches) '1' G Zcg = 40.0 Center of Gravity (inches) Zcg z = 42 Attachment height from base of structure (feet) I ' PI h = 42 Average roof height of structure from base (feet) SIDE VIEW ANALYSIS I Base Shear 0.4a S W / Z ` _ .. 1 .6S DS I p W p = 18104 lbs. OK p DS p 1 + 2 5 431 lbs. I F = R P /I P ` h / = ?_ 0.3Sp p W p = 3395 lbs. OK Base Shear, V = 5431 Vtotal = V/1.4 = 3880 lbs. ASD Anchor Shear Anchor dx dx ^2 dy dy ^2 Minimum eccentricity = 5% I 1 216 46656 73 5329 ex = 6.8 ey = 0.65 2 208 43264 73 5329 Mx -x = 26381 My -y = 2521.7 3 216 46656 67 4489 Il 4 208 43264 67 4489 Y Direction X Direction 179840 19636 V1,3 = 1002 V1,2 = 979 V2,4 = 1000 V3,4 = 978 Overturning Vmax = 1002 lbs. Mot = 155181 lb -in. Each Anchor I Mres -x = 3E +06 lb -in. Mres -y = 967815 lb -in. Net Bolt Tension Required for 1.5 Factor of Safety Tmax* = -2625 lbs. X Direction Y Direction Each Anchor j Tx* = -3269 Ty* = -2625 *negative ( -) values indicate there is no net uplift I ' , . ci A ,,,, . ,_.,_, , ,.,„ ....: a °' � 28LH 13 32LH 15 xxGSP xxSJxx fD d - - ❑ 24LH 10 32LH 15 _ a ' co W21x44 :: F xxSJxx $ xxSJ xx xxSJxx 4 W14x22 . xxSJxx tfi 11 xxSJxx xxSJxx P. O W21x44 O I xxSJxx ❑ xxGSP i xxSJxx E x Q xxSJxx xxSJxx xxSJxx Ch I ti? 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Ills — A gig' Data Base: Fanno BldgA 50psf 8-15-06 09/12/06 16:41:25 _ - ..- , Building Code: IBC Steel Code: ASD 9th Ed. 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Label DL CDL LL Reduction CLL Mass DL psf V psf psf Type psf psf Third Floor 8.7 -I- gl' 8.0 70.0 Reducible 20.0 0.0 Egress Load 8.7 0.0 100.0 Unreducible 0.0 0.0 Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator Wall 0.250 0.000 0.000 Reducible 0.000 0.000 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips laps Type kips kips P2 Stair 1.000 0.000 4.000 Unreducible 0.000 0.000 7 n l T I 3 4 -- �tn N 5 N 6 w Cb Y 5' [ � ❑ ❑ ❑ ►- • P � C/� 's 14 15 16 0 'i7 ,..._ I T. f 17 6 ;' vq 18 19 20 21 O 24 ❑ 25 IN 53 27 ❑ 29 � 1 c C 9 G i 31 32 33 34 6 35 36 37 38 Z Z -I °° 39 0 40 ❑ 42 ❑ 44 z, r iz h � 46 47 48 49 0 1 i a a 1 e f l . F i f 50 51 52 53 • f 9 5 ❑ 55 8 5,3 60 ❑ 62 1 i ' cs O e 64 65 66 67 ■ riii U ,, 69 70 8 71 j 72 73 74 75 , } 13 76 77 79 81 11 y - -- ` ❑ ❑ ❑ os 83 84 85 86 ai R3 87 88 ® 89 90 91 ❑ 92 ❑ 94 96 `, 1 98 99 100 ❑ 101 4 ES 61 e 103 104 105 106 107 9 108 ❑ 110 _ 112 m ' 115 113 116 C 117 I. 118 0 124 22 123 125 126 X 127 Er C/) III - 17 28 ❑ 130 ❑ 131 ❑ 13.x � , 135 136 F' 0 C � -8 a - - - -7-21 37 © 138 139 ❑ 1 e 23- _ ,_ c ,, N L > c) P� 141 1 42 ' IS W ' - - - - -- - - f 25 - - - - - _ -- �_-• I Steel v11.0 Load Diagram RAM to I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 INTEIAMNAL Building Code: IBC 1<7 I Floor Type: Third Beam Number = 61 Span information (ft): I -End (111.00,46.75) J -End (144.00,46.75) 1 -P1 P2 P3 I W1 W2 i N . N . I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 8.250 19.486 10.452 0.000 29.938 P2 16.500 16.963 12.341 0.000 29.304 P3 24.750 16.963 12.341 0.000 29.304 M ft k/ft k/ft k/ft k/ft W1 0.000 0.084 0.000 0.000 0.084 I W2 33.000 0.084 0.000 0.000 0.084 I I I I I I I I 1 Gravity Deans Design RAM Steel v11.0 to P I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 INTF nasAl Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Third Beam Number = 61 SPAN INFORMATION (ft): I -End (111.00,46.75) J -End (144.00,46.75) I Beam Size (Optimum) = W27X84 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.250 9.29 10.83 37.6 0.00 0.00 0.0 0.00 Snow I 8.250 10.20 5.92 37.6 0.00 0.00 0.0 0.00 Snow 16.500 9.29 10.83 37.6 0.00 0.00 0.0 0.00 Snow 16.500 7.68 8.95 37.6 0.00 0.00 0.0 0.00 Snow I 24.750 9.29 10.83 37.6 0.00 0.00 0.0 0.00 Snow 24.750 7.68 8.95 37.6 0.00 0.00 0.0 0.00 Snow I LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.084 0.000 - -- NonR I 33.000 0.084 0.000 SHEAR: Max V (DL +LL) = 45.82 kips fv = 3.92 ksi Fv = 19.44 ksi II MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb 1 Center Max + 497.6 16.5 8.3 1.13 28.03 30.00 28.03 30.00 Controlling 497.6 16.5 8.3 1.13 28.03 30.00 I REACTIONS (kips): Left Right DL reaction 28.73 27.47 I Max +LL reaction 17.09 18.04 Max +total reaction 45.82 45.51 DEFLECTIONS: I Dead load (in) at 16.50 ft = -0.685 L/D = 578 Live load (in) at 16.50 ft = -0.438 L/D = 903 Net Total load (in) at 16.50 ft = -1.123 L/D = 352 I I I 1 Fa RAM Steel v11.0 Load Diagram, to F-3.2_ I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 IMERNATo•AI Building Code: IBC Floor Type: Third Beam Number = 102 Span information (ft): I -End (182.50,84.25) J -End (231.00,84.25) I -P1 P2 -P3 P4 I W1 W2 i \ ■ 1 1 I 1 \ ■ 1 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 10.000 15.983 10.813 0.000 26.797 P2 20.000 15.584 10.543 0.000 26.127 P3 29.500 15.184 10.273 0.000 25.457 p P4 39.000 15.184 10.273 0.000 25.457 ft k/ft k/ft k/ft k/ft I W1 0.000 0.116 0.000 0.000 0.116 W2 48.500 0.116 0.000 0.000 0.116 I I I I I I I I I ro Gravity Beam Design RAM Steel v11.0 to F-� t RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 INITENAMNAL Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Third Beam Number = 102 SPAN INFORMATION (ft): I -End (182.50,84.25) J -End (231.00,84.25) I Beam Size (Optimum) = W30X116 Fy = 50.0 ksi Total Beam Length (ft) = 48.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.000 4.73 5.51 42.0 0.00 0.00 0.0 0.00 Snow I 10.000 11.26 13.12 42.0 0.00 0.00 0.0 0.00 Snow 20.000 4.61 5.37 42.0 0.00 0.00 0.0 0.00 Snow 20.000 10.97 12.80 42.0 0.00 0.00 0.0 0.00 Snow I 29.500 4.49 5.24 42.0 0.00 0.00 0.0 0.00 Snow 29.500 10.69 12.47 42.0 0.00 0.00 0.0 0.00 Snow 39.000 4.49 5.24 42.0 0.00 0.00 0.0 0.00 Snow 39.000 10.69 12.47 42.0 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): I Load Dist DL LL Red% Type 1 0.000 0.116 0.000 NonR 48.500 0.116 0.000 IIII SHEAR: Max V (DL +LL) = 55.08 kips fv = 3.25 ksi Fv = 20.00 ksi MOMENTS: ' Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center Max + 796.9 20.0 10.0 1.18 29.07 30.00 29.07 30.00 I Controlling 796.9 20.0 10.0 1.18 29.07 30.00 - -- - -- REACTIONS (kips): I Left Right DL reaction 33.59 33.99 Max +LL reaction 20.82 21.09 I Max +total reaction 54.41 55.08 DEFLECTIONS: (Camber =1) I Dead load (in) at 24.25 ft = -1.448 L/D = 402 Live load (in) at 24.25 ft = -0.911 L/D = 639 Net Total load (in) at 24.25 ft = -1.360 L/D = 428 I I I I Load Diagram RAM Steel v11.0 to F I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 INfrE Building Code: IBC I Floor Type: Third Beam Number = 109 Span information (ft): I -End (202.50,15.75) J -End (231.00,15.75) I -P3 PG P1 I P2 P5 W1 W2 i \ \ N 1 N 1 `_ •4 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 7.667 6.114 5.463 0.000 11.577 P2 9.500 4.491 4.013 0.000 8.504 P3 13.667 6.094 7.324 0.000 13.418 pi P4 18.833 1.521 1.316 0.000 2.837 P5 19.000 4.491 4.013 0.000 8.504 I P6 24.000 5.711 6.991 0.000 12.702 ft k/ft k/ft k/ft k/ft I W1 0.000 0.055 0.000 0.000 0.055 W2 28.500 0.055 0.000 0.000 0.055 I I I I I I . I Gravity Beam Design RAM Steel vl 1.0 to F eA DataBase: Fanno BidgA 50psf 8 -15 -06 09/12/06 16:41:25 I �I�� Buildin g Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Third Beam Number = 109 SPAN INFORMATION (ft): I -End (202.50,15.75) J -End (231.00,15.75) I Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 28.50 1 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.667 6.11 7.13 23.4 0.00 0.00 0.0 0.00 Snow I 9.500 4.49 5.24 23.4 0.00 0.00 0.0 0.00 Snow 13.667 6.09 5.33 23.4 3.24 0.00 0.0 0.00 Snow 18.833 1.52 1.72 23.4 0.00 0.00 0.0 0.00 Snow I 19.000 4.49 5.24 23.4 0.00 0.00 0.0 0.00 Snow 24.000 5.71 4.89 23.4 3.24 0.00 0.0 0.00 Snow I LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 - -- NonR I 28.500 0.055 0.000 SHEAR: Max V (DL +LL) = 31.41 kips fv = 3.52 ksi Fv = 18.78 ksi M MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb I Center Max + 268.6 13.7 5.2 1.06 28.03 30.00 28.03 30.00 Controlling 268.6 13.7 5.2 1.06 28.03 30.00 I REACTIONS (kips): Left Right DL reaction 14.34 15.66 I Max +LL reaction 13.37 15.75 Max +total reaction 27.71 31.41 DEFLECTIONS: I Dead load (in) at 14.11 ft = -0.488 L/D = 701 Live load (in) at 14.25 ft = -0.475 L/D = 721 Net Total load (in) at 14.25 ft = -0.963 L/D = 355 II I I I I - RAM Steel v11.0 to Load Diagram I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 INIn\IATCNAL Building Code: IBC Floor Type: Third Beam Number = 132 Span information (ft): I -End (231.00,46.75) J -End (263.50,46.75) I -P1 P2 -P3 I r W1 w2 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 8.750 20.223 15.072 0.000 35.295 P2 17.500 11.991 8.937 0.000 20.928 P3 25.750 12.381 9.228 0.000 21.609 M ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 I W2 32.500 0.000 0.000 0.000 0.000 I I I I I I I I - - o PI i m sima...-, : 28LH 13 32LH 15 y xxGSP (t3 xxSJxx fD d r I 241H 10 32LH 15 _ CD W21x44 O. 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Surface Loads -3 5e.t,f t Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Second Floor 8.7 4 g• 3 8.0 70.0 Reducible 20.0 0.0 Egress Load 8.7 0.0 100.0 Unreducible 0.0 0.0 Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator Wall 0.250 0.000 0.000 Reducible 0.000 0.000 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type Ups kips PI Folding Partition 0.000 0.000 6.000 Unreducible 0.000 0.000 P2 Stair 1.000 0.000 4.000 Unreducible 0.000 0.000 TN I c c..3 C) 1 ' co : V' — E " 3 a g 31 N 5 N 6 w A F d 5 I CA C.' r' 4 7 9 6 Q a D 12 ❑ ❑ p 0 '4 14 15 16 a' (') P. C I 18 21 19 20 O t 11 1 5 O I 24 0 25 27 0 29 ct 14 1 31 32 33 34 v1) g< 1 CA 15 o f 35 36 37 38 o0 r Z _ 39 0 40 0 42 0 4a ` t - 46 47 48 49 : F d'; 50 51 52 53 t ! C n 54 0 55 8 58 60 P 62 1 `. Cil i :1 67 64 65 66 ■ 0 68 rr t , 73 71 74 75 13 77 78 76 p 80 p 82 11 84 _ 85 86 87 88 S ES 89 90 91 92 I 93 Q 94 96 100 101 102 0 103 8 105 • 110 111 107 108 109 112 113 114 - 115 0 116 0 - - , 119 ID, 120 I 1 .. 121 i 124 122 128 15 125 126 127 LJ 134 X132 135 136 137 138 Cin I -17 p 141 0 142 0 144 C3 14 CD 147 e 148 ° I cn \ CD r-+ - - - - 19 0 150 151 0 1 23-f 9 • 0 153 154 d I ' {125 A , - - 4' - 2/7 i`- m a t i lt • i RAM Steel v11.0 Load Diagram to F-4/3 i RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 " Building Code: IBC Floor Type: Second Beam Number = 12 Span information (ft): I -End (30.33,15.75) J -End (30.33,46.75) ' -P1 I W1 W2 I W3 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 20.250 4.214 8.219 0.000 12.434 Ill ft k/ft k/ft k/ft k/ft WI 0.000 0.472 0.499 0.000 0.971 W2 20.250 0.472 0.499 0.000 0.971 0.264 0.352 0.000 0.616 W3 31.000 0.264 0.352 0.000 0.616 I I I I I .1 I I I Gravity Beam Design FRI RAM Steel v11.0 to F- yY I RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 INIT Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Second Beam Number = 12 SPAN INFORMATION (ft): I -End (30.33,15.75) J -End (30.33,46.75) I Beam Size (Optimum) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 1 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.250 3.21 3.08 0.0 1.14 0.00 0.0 0.00 Snow I 20.250 1.00 0.00 0.0 4.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): I Load Dist DL LL Red% Type 1 0.000 0.163 0.000 NonR 31.000 0.163 0.000 I 2 0.000 0.062 0.499 0.0% Red 20.250 0.062 0.499 3 20.250 0.028 0.317 - -- NonR I 31.000 0.028 0.317 - -- 4 0.000 0.203 0.000 NonR 20.250 0.203 0.000 illi 5 20.250 0.026 0.000 - -- NonR 31.000 0.026 0.000 6 20.250 0.004 0.035 0.0% Red 1 31.000 0.004 0.035 7 0.000 0.044 0.000 - -- NonR 31.000 0.044 0.000 I SHEAR: Max V (DL +LL) = 20.02 kips fv = 2.89 ksi Fy = 18.99 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb I Center Max + 180.1 19.3 0.0 1.00 26.48 33.00 26.48 33.00 Controlling 180.1 19.3 0.0 1.00 26.48 33.00 REACTIONS (kips): i Left Right DL reaction 8.39 8.22 Max +LL reaction 10.31 11.79 Max +total reaction 18.70 20.02 DEFLECTIONS: I Dead load (in) at 15.81 ft = -0.516 L/D = 721 Live load (in) at 15.97 ft = -0.707 L/D = 526 Net Total load (in) at 15.97 ft = -1.222 L/D = 304 I I 1 Load Diagram RAM Steel v11.0 to }- - '15 1 RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 UITERNATK)'AI Building Code: IBC I Floor Type: Second Beam Number = 56 Span information (ft): I -End (111.00,21.75) J -End (148.83,21.75) 1 -P3 P4 P1 1 W2 [ 3 W1 P2 ■ ,P5 W4 P6NP7 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 8.250 7.493 6.274 0.000 13.767 P2 8.500 2.489 2.785 0.000 5.274 P3 15.667 5.986 9.427 0.000 15.413 P4 23.333 8.533 7.022 0.000 15.555 P5 24.500 2.489 2.785 0.000 5.274 I P6 30.583 1.206 1.374 0.000 2.580 P7 33.000 1.231 1.400 0.000 2.631 I ft k/ft k/ft k/ft k/ft W 1 0.000 0.076 0.000 0.000 0.076 W2 8.500 0.076 0.000 0.000 0.076 I 0.106 0.035 0.000 0.141 W3 24.500 0.106 0.035 0.000 0.141 0.076 0.000 0.000 0.076 I W4 37.833 0.076 0.000 0.000 0.076 I I I I I I El Gravity Beam Design RAM Steel v11.0 to F- Nt 1 RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 ME Building Code: 1BC Steel Code: ASD 9th Ed. 1 Floor Type: Second Beam Number = 56 SPAN INFORMATION (ft): I -End (111.00,21.75) J -End (148.83,21.75) 1I Beam Size (Optimum) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 37.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.250 7.49 1.64 0.0 4.64 0.00 0.0 0.00 Snow I 8.500 2.49 2.78 0.0 0.00 0.00 0.0 0.00 Snow 15.667 5.99 0.00 0.0 9.43 0.00 0.0 0.00 Snow 23.333 8.53 2.23 0.0 4.79 0.00 0.0 0.00 Snow 1 24.500 2.49 2.78 0.0 0.00 0.00 0.0 0.00 Snow 30.583 1.21 1.37 0.0 0.00 0.00 0.0 0.00 Snow 33.000 1.23 1.40 0.0 0.00, 0.00 0.0 0.00 Snow I LINE LOADS (k/ft): • Load Dist DL LL Red% Type Ii 8.500 0.026 0.000 - -- NonR 24.500 0.026 0.000 2 8.500 0.004 0.035 0.0% Red N 24.500 0.004 0.035 3 0.000 0.076 0.000 - -- NonR 37.833 0.076 0.000 I SHEAR: Max V (DL +LL) = 34.56 kips fv = 3.29 ksi Fv = 20.00 ksi MOMENTS: 1 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 390.6 15.7 7.7 1.02 26.63 33.00 26.63 33.00 I Controlling 390.6 15.7 7.7 1.02 26.63 33.00 - -- REACTIONS (kips): I Left Right reaction 17.54 15.25 Max +LL reaction 17.02 14.61 1 Max +total reaction 34.56 29.85 DEFLECTIONS: I Dead load (in) at 18.73 ft = -0.811 L/D = 560 Live load (in) at 18.73 ft = -0.812 L/D = 559 Net Total load (in) at 18.73 ft = -1.623 L/D = 280 1 I I I Load Diagram Fil RAM Steel v11.0 F ' 11 RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 IMENATKDNIA1 Building Code: IBC Floor Type: Second Beam Number = 104 Span information (ft): I -End (182.50,65.50) J -End (231.00,65.50) I P2 P3 I P1 P4 P5 W1 W2 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 8.333 9.735 6.948 0.000 16.683 P2 16.667 9.735 12.948 0.000 22.683 P3 25.000 9.454 12.740 0.000 22.194 �! P4 32.833 9.172 6.531 0.000 15.704 P5 40.667 9.172 6.531 0.000 15.704 I ft k/ft k/ft k/ft k/ft W1 0.000 0.130 0.000 0.000 0.130 I W2 48.500 0.130 0.000 0.000 0.130 I I I I I I I 1 Gravity Beam Design El RAM Steel v11.0 C -G I RANI to DataBase: Fanno B1dgA SOpsf 8 -15 -06 09/12/06 16:41:25 INITE Building Code: IBC Steel Code: ASD 9th Ed. 1 Floor Type: Second Beam Number = 104 SPAN INFORMATION (ft): I -End (182.50,65.50) J -End (231.00,65.50) I Beam Size (User Selected) = W33X130 Fy = 50.0 ksi Total Beam Length (ft) = 48.50 I POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.333 4.87 5.47 36.5 0.00 0.00 0.0 0.00 Snow I 8.333 4.87 5.47 36.5 0.00 0.00 0.0 0.00 Snow 16.667 4.87 5.47 36.5 0.00 0.00 0.0 0.00 Snow 16.667 4.87 5.47 36.5 0.00 0.00 0.0 0.00 Snow '1 25.000 4.73 5.30 36.5 0.00 0.00 0.0 0.00 Snow 25.000 4.73 5.30 36.5 0.00 0.00 0.0 0.00 Snow I 32.833 4.59 5.14 36.5 0.00 0.00 0.0 0.00 Snow 32.833 4.59 5.14 36.5 0.00 0.00 0.0 0.00 Snow 40.667 4.59 5.14 36.5 0.00 0.00 0.0 0.00 Snow I 40.667 4.59 5.14 36.5 0.00 0.00 0.0 0.00 Snow 25.000 0.00 0.00 0.0 6.00 0.00 0.0 0.00 Snow 16.667 0.00 0.00 0.0 6.00 0.00 0.0 0.00 Snow Pli LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.130 0.000 - -- NonR I 48.500 0.130 0.000 SHEAR: Max V (DL +LL) = 50.23 kips fv = 2.76 ksi Fy = 19.85 ksi I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb I Center Max + 747.9 25.0 8.3 1.04 22.11 33.00 22.11 33.00 Controlling 747.9 25.0 8.3 1.04 22.11 33.00 - -- - -- ' REACTIONS (kips): Left Right DL reaction 26.64 26.95 I Max +LL reaction 23.59 22.11 Max +total reaction 50.23 49.06 I DEFLECTIONS: Dead load (in) at 24.25 ft = -0.815 L/D = 714 Live load (in) at 24.25 ft = -0.758 L/D = 768 I Net Total load (in) at 24.25 ft = -1.573 L/D = 370 I I I Load Diagram . ro RAM Steel v11.0 F , tn DataBase: Fanno B1dgA SOpsf 8 -15 -06 09/12/06 16:41:25 NrERNATIDNAL Building Code: IBC a Floor Type: Second Beam Number = 106 Span information (ft): I -End (182.50,84.25) J -End (231.00,84.25) I P2 P3 1 P1 P4 P5 W W1 2 II 1 _.\ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 8.333 8.919 6.558 0.000 15.476 P2 16.667 8.919 12.558 0.000 21.476 li P3 25.000 8.660 12.361 0.000 21.020 P4 32.833 8.401 6.164 0.000 14.565 P5 40.667 8.401 6.164 0.000 14.565 i ft k/ft k/ft k/ft k/ft W1 0.000 0.130 0.000 0.000 0.130 1 W2 48.500 0.130 0.000 0.000 0.130 I I I I I I I I Gravity Beam Design RAM Steel v11.0 F^ �-- I to RAM DataBase: Fanno B1dgA SOpsf 8 -15 -06 09/12/06 16:41:25 IN NA Building Code: IBC Steel Code: ASD 9th Ed. II Floor Type: Second Beam Number = 106 SPAN INFORMATION (ft): I -End (182.50,84.25) J -End (231.00,84.25) I Beam Size (User Selected) = W33X130 Fy = 50.0 ksi Total Beam Length (ft) = 48.50 I POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.333 4.05 4.59 34.8 0.00 0.00 0.0 0.00 Snow 8.333 4.87 5.47 34.8 0.00 0.00 0.0 0.00 Snow 16.667 4.05 4.59 34.8 0.00 0.00 0.0 0.00 Snow 16.667 4.87 5.47 34.8 0.00 0.00 0.0 0.00 Snow I 25.000 3.93 4.46 34.8 0.00 0.00 0.0 0.00 Snow 25.000 4.73 5.30 34.8 0.00 0.00 0.0 0.00 Snow I 32.833 3.81 4.32 34.8 0.00 0.00 0.0 0.00 Snow 32.833 4.59 5.14 34.8 0.00 0.00 0.0 0.00 Snow 40.667 3.81 4.32 34.8 0.00 0.00 0.0 0.00 Snow I 40.667 4.59 5.14 34.8 0.00 0.00 0.0 0.00 Snow 16.667 0.00 0.00 0.0 6.00 0.00 0.0 0.00 Snow 25.000 0.00 0.00 0.0 6.00 0.00 0.0 0.00 Snow 01 LINE LOADS (k/ft): Load Dist DL LL Red% Type 0.000 0.130 0.000 - -- NonR I i 48.500 0.130 0.000 SHEAR: Max V (DL +LL) = 47.32 kips fv = 2.60 ksi Fv = 19.85 ksi in li MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb I Center Max + 705.3 25.0 8.3 1.04 20.85 33.00 20.85 33.00 Controlling 705.3 25.0 8.3 1.04 20.85 33.00 - -- - -- I REACTIONS (kips): Left Right I DL reaction 24.67 24.95 Max +LL reaction 22.65 21.15 Max +total reaction 47.32 46.11 I DEFLECTIONS: Dead load (in) at 24.25 ft = -0.753 L/D = 772 Live load (in) at 24.25 ft = -0.729 L/D = 799 1 Net Total load (in) at 24.25 ft = -1.482 L/D = 393 I 1 Load Diagram RAM Steel v11.0 --j i RAM DataBase: Fanno B1dgA SOpsf 8 -15 -06 09/12/06 16:41:25 Building Code: IBC I Floor Type: Second Beam Number = 143 Span information (ft): I -End (231.00,46.75) J -End (263.50,46.75) I -P1 I - -P2 -P3 I I W1 W2 I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips I P1 8.750 20.223 15.072 0.000 35.295 P2 17.500 11.991 8.937 0.000 20.928 P3 25.750 12.381 9.228 0.000 21.609 ft k/ft k/ft k/ft k/ft II W1 0.000 0.000 0.000 0.000 0.000 W2 32.500 0.000 0.000 0.000 0.000 I ,r r I I I ' I I CONSULTING Job rtiluNbC.►° -6K� • V L 1�. E N G I N E E R S Client 1--- P 15 Job No. 2-D5 7 By P-b f.J 39 SW Kelly Avenue • Portland • Oregon 97239 -4393 ii P 503.222.4453 503.248.9263 ® Date ,..70/1/41F b 5-Z TJ,..7 l Sheet No. i - r 1 2 t k 1Ait' N U 'pEs 1(, I Thiel C3 I -; To Co�J 1tJ C ANN,'�c.T"torJ i .. P • P = `1 5 " /14 X 15. g (3 '' ) = /)h' r" D�iiL j 1 I ( Y ∎ '.�i)7J(9 3 FA-T 3 j y '?C, ID ' X Ct� . WIDTH . . ` r WEt,1 2 - ('1 o ' ) 3.71- � `�/ti) = 7 > yS I CD H 0 t V 4 X " 6' X Cd c , v.1 t�T;} R CCD e, - Z Lk) /4 _ (to (") - 2( � })' '' e.1.r " a r3Lo�C�Er 571Y �NF iL Q - ' Zh 2 �,n� 2 0 r 3c9 00) 'S 'Al Z ( V✓1 _ t 1. 7-ck- : Za 5 r1- 37. lc > 77•S I s :.-r 1,44 I 5 2.0 -//4 — - . H x,,,,. 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I I, PC, VI— A ( FL°op- FM 4/Ut;) Y ..a e� vlili.. _ Lob PO (.5. 330 f P M �s.L 70 (.,F (5 'V) = Y 5. {'cr -1 Et f1 -A-TFS 1 0.115 Ku= C5 Z.1 � / " rk�Fx _ i 2 , 0, K L-F (Gr') .. 5. 5s k-- T A Y L 9 X q X 5/g (S, / , 52- „ N ) ) r 5'. : C 'A) :�2 CIO • LJ L ` X H ...3/ LFDGE ANItn4E- 6; ' MAY- 1:)■STl4.5(-F gET Jr -' s, oIDpc Ts 1 u 3 E /L " Qt,/+ -E 3 / (Z) - '' , ,f lv' ` tJ E L5 o N `7T'vtS i-k -FAQ GA PA +-`v! --- / t , c, s' '1 --rata I ,' I 1 • m r •- um r. o as as W i as as N I r Ns in • \NAO.- P/ fi- Coo ( k) k 1 S 21' -6' 30' -0 30' -0' 30' -0' 20' -0' 30' -0' 30' -0' 30 -0 14 O X 142.5000 Y 98.5000 }II A A A I A A A G E 0 - _ 0 X 37 5000 % 67.5000 % 97.5000 '� t Y2 0 O Y 99.0000 O Y 99.0000 O Y 99.0000 0 0 X 99 00000 10 X 187.5000 O ' Y 99 0000 Y 99.0000 12 �^ X 231.5000 'ASS 0♦ 4 1667 X 11 -2 O Y 2 050 O Y 1125 5000 0 O X 127.5000 11 Y 99. 0000 Y 91.5000 ce Y 94.0000 % 217.5000 Y B1 7500 n _ �X 1 000 n vV-� Y 69.025000 31 X 112 -5997 . Y 38,0056 X 256.6667' 0 N Y 74.0000 1 O • 1 P. ♦ 1 % 264.0000 -� 11 Y 83.8750 r 1 r • IJ IIIIIIIIIII I k U111111111 , � u i� ... 15 X 264.0000 - Y 36.1250 In o-_ 1 x 1.0000 O =' .00 \ = 1 0 n Y 30 7500 29 I I � '�) J / 1 \ m 16 % 256 868 I 1 4 Y 28.0000 X 11 2500 28 X 23.5000 0 % 127.5000 22 1 4 Y 15.2500 Y 8.1250 Y 8' 0000 17 % 231.5000 2 L� 83 Y 5.33 -GLASS C X 37.5000 24 -. Y 1.0000 26 Y 1.0000 X 67 5000 25 Y 1.0000 X 97.5000 O 20 % Y 1.0000 19 X Y 1.0000 18 X 217.5000 I E 0- 1 0 Wt 0 I © \\ GU55 P 0 L __ / 0 A 0 0 % 142.5000 <> Y 3.5000 23 X 112.5000 Y 3.5000 I i g - .-"" VI , M E N G I N ETE R s F 503.248.9263 II E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vimk.com 1 Panel Type Summary - Fanno Creek Bldg A I Wall Rigidity t se Roof 3rd 2nd Thick. net) - 3/4" is added by sheet for weight calculation A 1.53 1.63 1.59 7.25 I B 1.36 1.54 1.5 9.25 C 0.45 0.51 0.5 7.25 D 0.35 0.39 0.38 9.25 I E 1.18 1.32 1.28 2.41 7.25 F 2.31 2.47 9.25 G 1.44 1.96 1.26 7.25 I H 0.32 0.46 0.44 0.3 9.25 I 0.1 0.36 7.25 J 1.89 3.19 2.89 8 na 0 0 0 100 I na 0 0 0 100 I Tributary Wall Area - For weight calculation t se Roof 3rd 2nd A 5 8.58 9.33 II B 5.38 9.57 10.22 C 4.96 8.48 9.24 D 4.89 8.31 9.09 E - 5.33 9.42 10.09 I F 5.18 9.05 9.76 G 6.63 10.25 10.5 H 5.45 9.74 10.41 II 7 13.75 14 J 7 13.75 14 na 1 1 1 I na 1 1 1 I Pier Width type Roof 3rd 2nd A 10 10 10 B 10.25 10.25 10.25 I C 4.67 4.67 4.67 D 4.25 4.25 4 25 E 9.5 9.5 9.5 IF 13 13 13 G 10 10 10 H 4.67 4.67 4 67 I I 5 5 5 J 16 16 16 na 1 1 1 I na 1 1 1 1 Page 1 MS NIB all - ! .. 11111 11111 111111 s .. NMI .. .. • 1110 IN NM .. 1 - -1 J L E N G CONSULTING N E R S F 503.248.9263 E. vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Center of Rigidity & Mass Tabulation - Fanno Creek Bldg A Wall ' . Coordinates CENTER OF RIDIGITY _ CENTER OF MASS Direction Mark/Grid Width Height Thick. X Y Rigidity Rigidity Rx *Y Ry *X Weight Total Wt Wt *X Wt *Y type (ft) (ft) (in) (ft) (ft) Rx Ry (kif) (kips) 2 D 14.25 14.5 9.25 23.5 91.875 0.485 11 1.136 16.19 381 1488 2nd 6 I 5 14.5 7.25 112.5 96.5 0.300 34 1.400 7.00 788 676 Y 8 I 5 14.5 7.25 142.5 96.5 0.300 43 1.400 7.00 998 676 12 H 9.67 14.5 9.25 231.5 94.167 0.561 130 1.301 12.58 2913 1185 14 B 22.25 14.5 9.25 264 63.875 1.914 505 1.278 28.42 7504 1816 15 B 22.25 14.5 9.25 264 36.125 1.914 505 1.278 28.42 7504 1027 17 H 9.67 14.5 9.25 231.5 5.833 0.561 130 1.301 12.58 2913 73 21 I 5 14.5 7.25 142.5 3.5 0.300 43 ' 1.400 7.00 998 25 23 I 5 14.5 7.25 112.5 3.5 0.300 34 1.400 7.00 788 25 27 D 14.25 14.5 9.25 23.5 8.125 0.485 11 1.136 16.19 381 132 29 F 33 14.5 9.25 1 30.75 3.075 3 1.220 40.26 40 1238 30 F 33 14.5 9.25 1 69.25 3.075 3 1.220 40.26 40 2788 31 J 17 14.5 8 112.6 38 3.189 359 1.400 23.80 2680 904 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 16.459 1811 1 E 21.5 14.5 7.25 11.25 84.75 1.280 108 1.009 21.69 244 1839 2nd 3 A 30 14.5 7.25 37.5 99 1.590 157 0.933 27.99 1050 2771 X 4 A 30 14.5 7.25 67.5 99 1.590 157 0.933 27.99 1889 2771 5 A 30 14.5 7.25 97.5 99 1.590 157 0.933 27.99 2729 2771 7 G 20 14.5 7.25 127.5 94 1.260 118 1.050 21.00 2678 1974 9 A 30 14.5 7.25 157.5 99 1.590 157 0.933 27.99 4408 2771 10 A 30 14.5 7.25 187.5 99 1.590 157 0.933 27.99 5248 2771 11 A 30 14.5 7.25 217.5 99 1.590 157 0.933 27.99 6088 2771 13 C 14.67 14.5 7.25 256.67 74 0.500 37 0.924 13.56 3479 1003 16 C 14.67 14.5 7.25 256.67 26 0.500 13 0.924 13.56 3479 352 18 A 30 14.5 7.25 217.5 1 1.590 2 0.933 27.99 6088 28 19 A 30 14.5 7.25 187.5 1 1.590 2 0.933 27.99 5248 28 20 A 30 14.5 7.25 157.5 1 1.590 2 0.933 27.99 4408 28 22 G 20 14.5 7.25 127.5 6 1.260 8 1.050 21.00 2678 126 24 A 30 14.5 7.25 97.5 1 1.590 2 0.933 27.99 2729 28 25 A 30 14.5 7.25 67.5 1 1.590 2 0.933 27.99 1889 28 26 A 30 14.5 7.25 37.5 1 1.590 2 0.933 27.99 1050 28 28 E 21.5 14.5 7.25 11.25 15.25 1.280 20 1.009 21.69 244 331 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 25.160 1258 695.10 83552 34469 lq Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 Page 1 of 4 M‘j SS .. .. ! .. ■S .. all U a - NO - .. .. r - .. Wall Coordinates CENTER OF RIDIGITY • CENTER OF MASS Direction Mark/Grid Width Height Thick. X Y Rigidity Rigidity Rx *Y Ry *X Weight Total Wt Wt *X Wt *Y type (ft) (ft) (in) (ft) (ft) Rx Ry (kif) (kips) 2 D 14.25 13.5 9.25 " 23:5 91.875 - 0.498 • 12 '1.039 14.80 348 1360 3rd 6 I 5 13.5 7.25 112.5 96.5 0.360 41 1.375 6.88 773 663 Y B I 5 13.5 7.25 142.5 96.5 0.360 51 1.375 6.88 980 663 12 H 9.67 13.5 9.25 231.5 94.167 0.587 136 1.218 11.77 2726 1109 14 B 22.25 13.5 9.25 264 63.875 1.965 519 1.196 26.62 7027 1700 15 B 22.25 13.5 9.25 264 36.125 1.965 519 1.196 26.62 7027 962 17 H 9.67 13.5 9.25 231.5 5.833 0.587 136 1.218 11.77 2726 69 21 I 5 13.5 7.25 142.5 3.5 0.360 51 1.375 6.88 980 24 23 I 5 13.5 7.25 112.5 3.5 0.360 41 1.375 6.88 773 24 27 D 14.25 13.5 9.25 23.5 8.125 0.498 12 1.039 14.80 348 120 29 F 33 13.5 9.25 1 30.75 3.151 3 1.131 37.33 37 1148 30 F 33 13.5 9.25 1 69.25 3.151 3 1.131 37.33 37 2585 31 J 17 13.5 8 112.6 38 3.520 396 1.375 23.38 2632 888 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 17.361 1919 1 E 21.5 13.5 7.25 11.25 84.75 1.320 112 0.942 20.25 228 1716 3rd 3 A 30 13.5 7.25 37.5 99 1.630 161 0.858 25.74 965 2548 X 4 A 30 13.5 7.25 67.5 99 1.630 161 0.858 25.74 1737 2548 5 A 30 13.5 7.25 97.5 99 1.630 161 0.858 25.74 2510 2548 7 G 20 13.5 7.25 127.5 94 1.960 184 1.025 20.50 2614 1927 9 A 30 13.5 7.25 157.5 99 1.630 161 0.858 25.74 4054 2548 10 A 30 13.5 7.25 187.5 99 1.630 161 0.858 25.74 4826 2548 11 A 30 13.5 7.25 217.5 99 1.630 161 0.858 25.74 5598 2548 13 C 14.67 13.5 7.25 256.67 74 0.510 38 0.848 12.44 3193 921 16 C 14.67 13.5 7.25 256.67 26 0.510 13 0.848 12.44 3193 323 18 A 30 13.5 7.25 217.5 1 1.630 2 0.858 25.74 5598 26 19 A 30 13.5 7.25 187.5 1 1.630 2 0.858 25.74 4826 26 20 A 30 13.5 7.25 157.5 1 1.630 2 0.858 25.74 4054 26 22 G 20 13.5 7.25 127.5 6 1.960 12 1.025 20.50 2614 123 24 A 30 13.5 7.25 97.5 1 1.630 2 0.858 25.74 2510 26 25 A 30 13.5 7.25 67.5 1 1.630 2 0.858 25.74 1737 26 26 A 30 13.5 7.25 37.5 1 1.630 2 0.858 25.74 965 26 28 E 21.5 13.5 7.25 11.25 15.25 1.320 20 0.942 20.25 228 309 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 27.140 1357 647.19 77865 32079 Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 Page 2 of 4 -C. MINI MINI M MINI r MINI MINI MINI Mill U MINI • i MINI MINI MINI MI - MINI Wall Coordinates CENTER OF RIDIGITY CENTER OF MASS Direction Mark/Grid Width Height Thick. X Y Rigidity Rigidity Rx *Y Ry *X Weight Total Wt Wt *X Wt *Y • type (ft) (ft) (in) (ft) (ft) Rx Ry (MO (kips) 2 D 14.25 14 9.25 23.5 91.875 0.447 10 0.611 8.71 205 800 Roof 6 I 5 14 7.25 112.5 96.5 0.100 11 0.700 3.50 394 338 Y 8 I 5 14 7.25 142.5 96.5 0.100 14 0.700 3.50 499 338 12 H 9.67 14 9.25 231.5 94.167 0.408 95 0.681 6.59 1525 620 14 B 22.25 14 9.25 264 63.875 1.735 458 0.673 14.96 3950 956 15 B 22.25 14 9.25 264 36.125 1.735 458 0.673 14.96 3950 541 17 H 9.67 14 9.25 231.5 5.833 0.408 95 0.681 6.59 1525 38 21 I 5 14 7.25 142.5 3.5 0.100 14 0.700 3.50 499 12 23 I 5 14 7.25 112.5 3.5 0.100 11 0.700 3.50 394 12 27 D 14.25 14 9.25 23.5 8.125 0.447 10 0.611 8.71 205 71 29 F 33 14 9.25 1 30.75 2.947 3 0.648 21.37 21 657 30 F 33 14 9.25 1 69.25 2.947 3 0.648 21.37 21 1480 31 J 17 14 8 112.6 38 2.086 235 0.700 11.90 1340 452 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 13.560 1418 Roof 1 E 21.5 14 7.25 11.25 84.75 1.180 100 0.533 11.46 129 971 X 3 A 30 14 7.25 37.5 99 1.530 151 0.500 15.00 563 1485 4 A 30 14 7.25 67.5 99 1.530 151 0.500 15.00 1013 1485 5 A 30 14 7.25 97.5 99 1.530 151 0.500 15.00 1463 1485 7 G 20 15.5 7.25 127.5 94 1.440 135 0.663 13.26 1691 1246 9 A 30 14 7.25 157.5 99 1.530 151 0.500 15.00 2363 1485 10 A 30 14 7.25 187.5 99 1.530 151 0.500 15.00 2813 1485 11 A 30 14 7.25 217.5 99 1.530 151 0.500 15.00 3263 1485 13 C 14.67 14 7.25 256.67 74 0.450 33 0.496 7.28 1868 538 16 C 14.67 14 7.25 256.67 26 0.450 12 0.496 7.28 1868 189 18 A 30 14 7.25 217.5 1 1.530 2 0.500 15.00 3263 15 19 A 30 14 7.25 187.5 1 1.530 2 0.500 15.00 2813 15 20 A 30 14 7.25 157.5 1 1.530 2 0.500 15.00 2363 15 22 G 20 15.5 7.25 127.5 6 1.440 9 0.663 13.26 1691 80 24 A 30 14 7.25 97.5 1 1.530 2 0.500 15.00 1463 15 25 A 30 14 7.25 67.5 1 1.530 2 0.500 15.00 1013 15 26 A 30 14 7.25 37.5 1 1.530 2 0.500 15.00 563 15 28 E 21.5 14 7.25 11.25 15.25 1.180 18 0.533 11.46 129 175 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 24.500 1225 373.15 44852 18515 Width Length (ft) (ft) X -bar Y -bar Wt 2nd Floor 0 0 130.3 50 1527.44 199025 76372 3rd Floor 0 0 130.3 50 1527.44 199025 76372 Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 Page 3 of 4 \iN\ I En — N N — — — I 1111 NM !— NM i — — OM INN Wall Coordinates_ CENTER OF RIDIGITY CENTER OF MASS Direction Mark/Grid Width Height Thick. X Y Rigidity Rigidity Rx*Y Ry *X •Weight Total Wt Wt *X Wt *Y type (ft) (ft) (in) (ft) (ft) Rx Ry - (kit) (kips) Roof 0 0 130.3 50 469.98 61238 23499 Mechanical 16k / ea. 54 50 45.50 2457 2275 (plus 6" conc. pad and curb) 188 50 45.50 8554 2275 (Flexible Diaphragm - modeled rigid for conveinience) 2nd Xcr = 110.1 Xm = 127.1 Total Level Wt. = 2223 Ycr = 50.0 Ym = 49.9 3rd Xcr = 110.5 Xm = 127.3 Total Level Wt. = 2175 Ycr = 50.0 Ym = 49.9 Roof Xcr = 104.6 Xm = 113.6 Total Level Wt. = 934 Ycr = 50.0 Ym = 45.0 5331 • p Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xis 6/26/2006 Page 4 of 4 c1 , OC R - _A o _ ' S'LZi .52 'I hZ a 001_7 (, o b) , Q ahJ z(.aa) S'LI =b _OH+ \\I Lo°1 1 4G J , $' L41 = , ooQb = V 0o06 _ (,off,) a4 Q as Q =lam = X 1.10 � 'Q 1N1t elm ■■e ow as um mot am am r a r NMI MI MI OM M MI IMO IN G P 503.222.4453 V L M C O N G S I U L E T E R S F 503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com I Slab Center of Gravity I Section Area 1 X A *X 1609 11 Y A *Y .25 18101.25 50 80450 2 9000 67.5 607500 50 450000 I 3 4 2700 127.5 344250 50 135000 9000 187.5 1687500 50 450000 Center of Gravity 5 1400 241.25 337750 50 70000 x = 130.3498 I 6 750 257.5 193125 50 37500 y = 50 24459 3188226 1222950 I I I M I I I 1 I I I I 1 I I VLMK. E N G S N E R S F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: 1 3933 SW Kelly Avenue • Portland - Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "A" I Roof h d + total Section 14 30 delta C = 0.180652 - mid segment 7.5 30 delta F = - 0.076563 I + piers 7.5 2.5 7.5 2.5 Rf = 0.277778 Rf = 0.277778 7.5 5 Rf = 1.269841 delta F = 0.547826 1 0.652 R = 1.53 I 3rd Floor h d + total Section 13.5 30 delta F = 0.144113 - mid segment 7.5 30 delta F = - 0.076563 I + piers 7.5 2.5 7.5 2.5 Rf = 0.277778 Rf = 0.277778 7.5 5 Rf = 1.269841 PI delta F = 0.547826 0.615 R = 1.63 I 2nd Floor h d + total Section 14.5 30 delta F = 0.156291 - mid segment 7.5 30 delta F = - 0.076563 I + piers 7.5 2.5 Rf = 0.277778 7.5 2.5 Rf = 0.277778 7.5 5 Rf = 1.269841 I delta F = 0.547826 0.628 R=1.59 1 I I I I 1 I ., la - I V. K E N G CONSULTING N ETE R 5 F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis 9 tY Y I PANEL "B" I Roof h d + total Section 14 22.3 delta C = 0.288409 - mid segment 7.5 22.3 delta F = - 0.104954 + piers 7.5 3.5 Rf = 0.614695 I 7.5 4.25 Rf = 0.926806 7.5 2.5 Rf = 0.277778 delta F = 0.549668 1 0.733 R = 1.36 I 3rd Floor h d + total Section 13.5 22.3 delta F = 0.204359 - mid segment 7.5 22.3 delta F = - 0.104954 I + piers 7.5 3.5 7.5 4.25 Rf = 0.614695 Rf = 0.926806 7.5 2.5 Rf = 0.277778 PI delta F = 0.549668 0.649 R = 1.54 I 2nd Floor h d + total Section 14.5 22.3 delta F = 0.223182 - mid segment 7.5 22.3 delta F = - 0.104954 I + piers 7.5 3.5 Rf = 0.614695 7.5 4,25 Rf = 0.926806 7.5 2.5 Rf = 0.277778 I delta F = 0.549668 0.668 R = 1.50 I I I I I 1 I I N! E N G N E R S F 503.248.9263 Job Name: E. vlmk @vlmk.com Job Number: 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "C" I Roof h d + total Section 14 14.7 delta C = 0.633958 - mid segment 7.5 14.7 delta F = - 0.166737 I + piers 7.5 3.17 7.5 1.5 Rf = 0.490538 Rf = 0.071429 0 0 Rf= 0 delta F = 1.779466 1 2.247 R=0.45 I 3rd Floor h d + total Section 13.5 14.7 delta F = 0.354005 - mid segment 7.5 14.7 delta F = - 0.166737 I + piers 7.5 3.17 7.5 1.5 Rf = 0.490538 Rf = 0.071429 0 0 Rf= 0 delta F = 1.779466 1.967 R=0.51 I 2nd Floor h d + total Section 14.5 14.7 delta F = 0.393087 - mid segment 7.5 14.7 delta F = - 0.166737 I + piers 7.5 3.17 Rf = 0.490538 7.5 1.5 Rf = 0.071429 0 0 Rf= 0 I delta F = 1.779466 2.006 R=0.50 1 I I I I I I 1 (IiN1I( ENGINEERS CONSULTING F 503.248.9263 Job Name: E "vlmk @vlmk.com Job Number: 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "D" I Roof h d + total Section 14 14.3 delta C = 0.674051 - mid segment 7.5 14.3 delta F = - 0.17177 I + piers 7.5 1.5 7.5 2.75 Rf = 0.071429 Rf = 0.35128 0 0 Rf= 0 delta F = 2.365696 1 2.868 R = 0.35 I 3rd Floor h d + total Section 13.5 14.3 delta F = 0.369237 - mid segment 7.5 14.3 delta F = - 0.17177 I + piers 7.5 1.5 7.5 2.75 Rf = 0.071429 Rf = 0.35128 0 0 Rf= 0 PI delta F = 2.365696 2.563 R = 0.39 I 2nd Floor h d + total Section 14.5 14.3 delta F = 0.410619 - mid segment 7.5 14.3 delta F = - 0.17177 I + piers 7.5 1.5 7.5 2.75 Rf = 0.071429 Rf = 0.35128 0 0 Rf= 0 I delta F = 2.365696 2.605 R = 0.38 I I I I I I il CONULING • V L M K E N G S N E R 5 F 503.248.9263 Job Name: E. vlmk @vlmk.com Job Number: I 3933 SW Kelly Avenue • Portland - Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I 9 tY Y PANEL "E" I Roof h d + total Section 14 21.5 delta C = 0.305789 - mid segment 7.5 21.5 delta F = - 0.108896 I + piers 7.5 4 Rf = 0.818545 7.5 3 Rf = 0.432432 7.5 2.5 Rf = 0.277778 delta F = 0.654127 1 0.851 R = 1.18 I 3rd Floor h d + total Section 13.5 21.5 delta F = 0.213128 - mid segment 7.5 21.5 delta F = - 0.108896 I + piers 7.5 4 7.5 3 Rf = 0.818545 Rf = 0.432432 7.5 2.5 Rf = 0.277778 IIII delta F = 0.654127 0.758 R = 1.32 I 2nd Floor h d + total Section 14.5 21.5 delta F = 0.233001 - mid segment 7.5 21.5 delta F = - 0.108896 I + piers 7.5 4 7.5 3 Rf = 0.818545 Rf = 0.432432 7.5 2.5 Rf = 0.277778 I delta F = 0.654127 0.778 R = 1.28 I I I I I 1 ,2._ - N V L ' K E N G S N E E R S F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: I 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W 'www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "F" I Roof h d + total Section 14 33 delta C = 0.157815 - mid segment 7.5 33 delta F = - 0.069356 I + piers 7.5 5 7.5 4 Rf = 1.269841 Rf = 0.818545 7.5 4 Rf = 0.818545 I delta F = 0.344005 0.432 R = 2.31 I 3rd Floor h d + total Section 13.5 33 delta F = 0.129574 - mid segment 7.5 33 delta F = - 0.069356 I + piers 7.5 5 Rf = 1.269841 7.5 4 Rf = 0.818545 7.5 4 Rf = 0.818545 PI delta F = 0.344005 0.404 R = 2.47 I 2nd Floor h d + total Section 14.5 33 delta F = 0.140301 - mid segment 7.5 33 delta F = - 0.069356 + piers 7.5 5 Rf = 1.269841 7.5 4 Rf = 0.818545 7.5 4 Rf = 0.818545 I delta F = 0.344005 0.415 R = 2.41 1 I I I I i p____- 14T 1 'V L MK. CONSULTING F 503.222. ENGINEERS F 503.248.9263 Job Name: E "vlmk @vlmk.com Job Number: I 3933 SW Kelly Avenue • Portland - Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "G" I Roof h d + total Section 15.5 20 delta C = 0.418694 - mid segment 7.5 20 delta F = - 0.117773 I + piers 7.5 5 Rf = 1.269841 7.5 5 Rf = 1.269841 O 0 Rf = 0 delta F = 0.39375 ' 0.695 R = 1.44 I 3rd Floor h d + total Section 13.5 20 delta F = 0.233255 - mid segment 7.5 20 delta F = - 0.117773 I + piers 7.5 5 7.5 5 Rf = 1.269841 Rf = 1.269841 O 0 Rf= 0 PI delta F = 0.39375 0.509 R = 1.96 1 2nd Floor h d + total Section 14.5 20 delta F = 0.255608 - mid segment 10 20 delta F = - 0.1625 ' +piers 10 5 Rf = 0.714286 10 5 Rf = 0.714286 O 0 Rf= 0 I delta F = 0.7 0.793 R = 1.26 I I I I I I I R -se II CONSULTING P 503.222.4453 VL1,iK ENGINEERS F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: I 3933 SW Kelly Avenue Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "H" I Roof h d + total Section 14 9.67 delta C = 1.648182 - mid segment 7.5 9.67 delta F = - 0.279334 I + piers 7.5 3.17 Rf = 0.490538 7.5 1.5 Rf = 0.071429 0 0 Rf= 0 1 delta F = 1.779466 3.148 R = 0.32 1 3rd Floor h d + total Section 13.5 9.67 delta F = 0.690917 - mid segment 7.5 9.67 delta F = - 0.279334 I + piers 7.5 3.17 7.5 1.5 Rf = 0.490538 Rf = 0.071429 0 0 Rf= 0 PI delta F = 1.779466 2.191 R= 0.46 2nd Floor h d + total Section 14.5 9.67 delta F = 0.786996 - mid segment 7.5 9.67 delta F = - 0.279334 I + piers 7.5 3.17 Rf = 0.490538 7.5 1.5 Rf = 0.071429 0 0 Rf= 0 I delta F = 1.779466 2.287 R = 0.44 I I I I I I 111 I P 503.222.4453 vL - kir Tz - CONSULTING F 503.248.9263 Job Name: ..M1.1.1 ENGINEERS E vlmk@vlmk.com Job Number: I 3933 SW Kelly Avenue- Portland Oregon 97239-4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "I" I Roof h d + total Section 14 5 delta C = 9.6208 R = 0.10 II 3rd Floor h d + total Section 13.5 5 delta F = 2.7783 R = 0.36 I 2nd Floor h d + total Section 14.5 5 delta F = 3.3089 R = 0.30 1 I PANEL "J" Roof h d 111 + total Section 14 16 delta C = 0.530469 R = 1.89 I 3rd Floor h d + total Section 13.5 16 delta F = 0.313193 R = 3.19 111 2nd Floor h d . + total Section 14.5 16 delta F = 0.346304 R = 2.89 I I I I I I I C O N�� L T I N� Job F / C�i��� VLMK ENGINEERS Client y . 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No -2-o 7 By /ZISw P 503.222.4453 503.248.9263 Fil Date -VEX° Sheet No. e - I 01() >/1.3U 'A` , .kL " pAQF L (/J ' (AS 4 FoAlc_TraN o F 4E4) P i.- MICE, A- I F .. , s o t ( t y ) (3 b) - 7, • o 60 (z) _ / ft 30' _ .5 . 0 + J fl - • 3 57. s (,13. ?r') (30) - 4. S . ` (Z) - 3.7S-71°)'(2) :- �30 = g • 58 I (H ) (6) - 1,zs (10)()-- 7. 75 - (m)(2,),= 2 ' 1 D36 = ` • PI '4-19E L TYPE roDF; Ir9.-7r, ( 7 ')(2 z.z.S - ) - 3.0 - CL)(z . / = 5 .3g . fir.- . (,3.,s ) (zz " -- Ab5-- (�)(z) - ,�.zS ((0)(z) ' 2.12.91t t = 9. 57 , I j 127 �a.av - II (y/ 7-2.. - 4/.2-5 - 2 . zz.zs C A_N E- -r y f E G ' 1 door: , (, 1 -) (i`-/ . - 3.0 (16) _ / ( 4., _ Li . 14' 3— - tzi-/ s 6. I I 3.7S (Iy. - 7) — `1'S (lo) - 3.-i MO= /,'ti I I 1 FAA W° C �EE K— CONSULTING Job ENGINEERS q /� Client �l�' � Ai-C 3933 SW Kelly Avenue o Portland • Oregon 97239 - 4393 Job No. 2- 0 S -4117 By e"" LA " P 503.222.4453 503.248.9263 ® Date 3/4 ( 4 9 Sheet No. la II I +//4NE.--l. WE/ C,F is C aM T: I . FAO L.. ► 'I rE ii ( - 7 )(14.ZS) - 3•t. (ia) - A„, = 9 Ilq.y i $. 31 13.- 1C(H.zS) - `l. s (/a) - 3,z•s °) - /) - 3 lzr.� /y 7,5 =- 9 oq l`/ 0.y.Ls)- Z Li.5 l/') - Z.-7.s ( /bj - • P41.1Ec.. `Ty �' E_ ' E' I (2coF. IiH.S- NI , - 7 (21$)- 3.o ( Co )(z�_ - /i1•S- _.S .__ _3 . _ 2 ) Z . ( . & 9 z 13 5 (24.5) - 11.s( (v )(z)' 3.zs( c, )3(z) 7- / r..; 2- zi-It, ii-1 � (y,, 9) - '' s (P) ("2.) - z( . (0 )( ' .;' _ /o. 09 PAN --yP / F poi : - 7 ) (Sv) - 3•o (/ = Il i /.. = 5./i 3''' • z9y.7S� b S M i3 .-rs (33) - y. S 00) (z) - 3 .CS( /°) (i) ` /.33 ,) 3zz/ 2 J . I (53) - y zS ( / °)(z) - .2S .Yb) (,) = � _ , • - 76 I I 1 .. . - . Job �YT /� /t/ �/ C g- —' t - i7 1 lt4IT C0N5UL TI E E N ® G E IV G I 1 tl E E R S Client tLS- ,4 1�-c Job No 2- / 4,af 7 By g'aw 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date ''/ 6 (e Sheet No. tF- -0-0 A-uEt w.ibss cbk5T: 1 A'NI c- -r f 2 E- " ( P°r ' 132-S-1 (6:'•(°3 7.75 C zo7 - 2-S" 00) _ Lo lH. (, Lo-) -- S.zC (ia) - 3 - 6 - 77,0 / O. ZS - 2 (o 1- (7oj, -- y.2 - ( (o) - Z. Ci°) /, o . .=_-_ /6.5 I FA - YP "H'' I 5 �� : . ' / 9. -i ' - _ 131 a (o -) — `l• S (7) 3 , 2:.r(S) _ /9 I ./ - , i , 2 : Ivo. l• b , ` y ) - f (? j —, y1.'C S. ( - - Z. -1 s (s) ( q.a7 • I I II I I I . - .- , _ - - .. . 1 VLMK CONS ULTING J °b F14N /Jo cJ—E E/�z" C ° `'` E N G I N E E R S Client L f�› / e 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. Z B R-oc---' P 503.222.4453 503.248.9263 Date -2/.2 2 6(o sheet No L —1 I LATE L AN/41 -1515 WIND Z-44D5 - t?F_rt. /'7 ° ti EX.- I W I N 1) 5 ?EE = 3b 1v1 PN r)'' { S 1 - HE 1 vtar Cie P (e _ t.. c"-°Z 13 • - 7,` ' k s 20 -Z5 o, - 7 Z 15.35 P r, 3 I - 3t) (9 , 7 40 !Le , Ld 1 i N s i , I g 56 - /o b .5 17 , 1) p 13,5- I i3,5 1 I I I 4 -$2,„„>_ - 2D,Zs pf (L') 4- )7,671 (<0.2_5') = 152. LI p1;'' I ,_ 5r ,! _ 1 -7, 1 (3,15') + 16•ZD (5 + /5. _ 7-Z1,1 p!� I e' 2 ,,,P _ [ '5,3Sp5f (0,rs) t 1 4 1.Z � ( f 15.72 ((,7S) = 1(0 F'lL I I I I Fanno Creek 1 Date and Time: 5/17/2006 1:24:42 PM L_Z- MCE Ground Motion - Conterminous 48 States Latitude = 45.403921, Longitude = - 122.751279 Period MCE Sa (sec) ( %g) ,1 0.2 Sg 105.8 MCE Value of Ss, Site Class B 1.0 $( 036.7 MCE Value of S1, Site Class B Spectral Parameters for Site Class C 0.2 5.5 105.8 Sa = FaSs, Fa = 1.00 Sns = %3 (los.q) - 70.s'3 1.0 s.M, 052.5 Sa = FvS1, Fv = 1.43 s c , = 7 /..( 57 . c ) = 3 s Spectral Parameters for Site Class D 0.2 S••.s 114.2 Sa = FaSs, Fa = 1.08 1.0 s^+, 061.4 Sa = FvS1, Fv = 1.67 I p 1 1 .1 1 1 1 1 I vLmEK CONSULTING Job FAAJNo C�EIr,�COn4rd1W E N G I N E E R S client L ►%s A 1 14 Job No. 2 By Pt W 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date 7.- /Z" . L 16) Sheet No. Z -3 I l fkl c,6.H.'l., AVA-i, 7S (S Cant I Etsrwic L , o A v - i > S — i Ei'-- 2 D - 0 “ '5C, I T _ 0.1 N = 0 , f (z s- rod -)€5. _ 6.3 �/ I, T 0 ( /5v��; 8.2 0.0 %,z -i-o T e TS ill v- c v✓ - S oy Cy . — 7 I5” �/ (9, 1�I1 1 - X 701 - , p ",• GS [ vdpEtt) ' T (R-/ ) o_,,, /s , /',o\ _ b.. 2 '3.3 � b `i = 0,00 `-)<< ' © ,7OS3 = 0.. C3o 3 CS �LDWG�) D. � S PS Z l V D `11 VV _ O / 1 uv Of SD) 1' I I I L 1V1I ENGINE F 503.248.9263 E vlmk @vimk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 'W www.vlmk.com Vertical Distribution of Lateral Forces I Level Height Weight w x h ratio Fx V Diaphragm h (ft) w (kips) (kips) (kips) (kips) Roof 42 934 39233 0.296437 223 223 3rd 28 2175 60890 0.460066 346 569 398 2nd 14.5 2223 32227 0.243497 183 752 313 5331 132350 1 V = 752 (kips) I I 1 I I I Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 6/26/2006 T �/� L - C L 1 1 E N G S N E R S F 503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W 'www.vlmk.com I Distribution of Lateral Forces - Fanno Creek Bldg A 2nd FLOOR Accidental Total Shear V = 752 (kips) Xcr = 110.06 (ft) ex= 13.25 30.33 (ft) Tor. Mx : 22802 I Ycr = 50.00 (ft) ey= 5 5.13 (ft) Tor. My : 3855.2 Y DIRECTION LOAD X DIRECTION LOAD Rigidity Lat. Tor. Shear Lat. Tor. Shear Dir Mark Rc x (ft) dx (ft) R * dx R * dx ^2 Fv Ft Fv +Ft Fv Ft Fv +Ft (kips) (kips) (kips) (kips) (kips) (kips) 2 D 0.485 23.5 86.6 42 3633 22.1 3.9 26.1 0.7 0.7 Y 6 I 0.300 112.5 2.4 1 2 13.7 0.1 13.8 - -- 0.0 0.0 I 8 I 0.300 142.5 32.4 10 316 13.7 0.9 14.6 -- 0.2 0.2 12 H 0.561 231.5 121.4 68 8279 25.6 6.4 32.0 1.1 1.1 14 B 1.914 264 153.9 295 45353 87.4 27.7 115.1 4.7 4.7 15 B 1.914 264 153.9 295 45353 87.4 27.7 115.1 - -- 4.7 4.7 17 H 0.561 231.5 121.4 68 8279 25.6 6.4 32.0 --- 1.1 1.1 21 I 0.300 142.5 32.4 10 316 13.7 0.9 14.6 0.2 0.2 23 I 0.300 112.5 2.4 1 2 13.7 0.1 13.8 0.0 0.0 ' 27 D 0.485, 23.5 86.6 42 3633 22.1 3.9 26.1 ' - -- 0.7 0.7 29 F 3.075 1 109.1 335 36571 140.4 31.5 171.9 -- 5.3 5.3 ,1 30 F 3.075 1 109.1 335 36571 140.4 31.5 171.9 --- 5.3 5.3 31 J 3.189 112.6 2.5 8 21 145.6 0.8 146.4 0.1 0.1 na na 0.000 0 110.1 0 0 0.0 0.0 0.0 - -- 0.0 0.0 na na 0.000 0 110.1 0 0 0.0 0.0 0.0 -- 0.0 0.0 I na na 0.000 0 110.1 0 0 0.0 0.0 0.0 0.0 0.0 16.459 893.5 y (ft) dy (ft) R * dy R * dy ^2 P 1 E 1.280 84.75 34.8 44 X 1546 4.2 4.2 38.2 0.7 38.9 3 A 1.590 99 49.0 78 3818 1.2 1.2 47.5 1.2 48.7 4 A 1.590 99 49.0 78 3818 1.2 1.2 47.5 1.2 48.7 5 A 1.590 99 49.0 78 3818 - -- 1.2 1.2 47.5 1.2 48.7 I 7 G 1.260 94 44.0 55 2439 -- 0.9 0.9 37.6 0.9 38.5 9 A 1.590 99 49.0 78 3818 1.2 1.2 47.5 1.2 48.7 10 A 1.590 99 49.0 78 3818 - -- 1.2 1.2 47.5 1.2 48.7 11 A 1.590 99 49.0 78 3818 - -- 1.2 1.2 47.5 1.2 48.7 I 13 C 0.500 74 24.0 12 288 0.2 0.2 14.9 0.2 15.1 16 C 0.500 26 24.0 12 288 0.2 0.2 14.9 0.2 15.1 18 A 1.590 1 49.0 78 3818 -- 1.2 1.2 47.5 1.2 48.7 19 A 1.590. 1 49.0 78 3818 - -- 1.2 1.2 47.5 1.2 48.7 I 20 A 1.590 1 49.0 78 22 G 1.260 6 44.0 3818 1.2 1.2 47.5 1.2 48.7 55 2439 0.9 0.9 37.6 0.9 38.5 24 A 1.590 1 49.0 78 3818 1.2 1.2 47.5 1.2 48.7 25 A 1.590 1 49.0 78 3818 - -- 1.2 1.2 47.5 1.2 48.7 26 A 1.590 1 49.0 78 3818 --- 1.2 1.2 47.5 1.2 48.7 28 E 1.280 15.25 34.8 44 1546 0.7 0.7 38.2 0.7 38.9 na na 0.000 0 50.0 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 50.0 0 0 - -- 0.0 0.0 0.0 0.0 0.0 I na na 0.000 0 50.0 0 0 0.0 0.0 0.0 0.0 0.0 25.160 2.43E +05 770 1 I I I I Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 Page 1 of 3 6/26/2006 1 L Distribution of Lateral Forces - Fanno Creek B ldg A 1 3rd FLOOR Accidental Total Shear V = 569 (kips) Xcr = 110.52 (ft) ex= 13.25 30.06 Tor. Mx : 17092 Ycr = 50.00 (ft) ey= 5 5.13 Tor. My :2916.7 I Rigidity Lat. Tor. Shear Lat. Tor. Shear Dir Grid Rc x (ft) dx (ft) R * dx R * dx ^2 Fv Ft Fv +Ft Fv Ft Fv +Ft (kips) (kips) (kips) (kips) (kips) (kips) I 2 D 0.498 23.5 87.0 43 3768 16.3 2.9 19.2 0.5 0.5 Y 6 I 0.360 112.5 2.0 1 1 11.8 0.0 11.8 0.0 0.0 8 I 0.360 142.5 32.0 12 368 11.8 0.8 12.6 0.1 0.1 12 H 0.587 231.5 121.0 71 8590 19.2 4.8 24.0 -- 0.8 0.8 II 14 B 1.965 264 153.5 302 46283 64.4 20.5 84.8 3.5 3.5 15 B 1.965 264 153.5 302 46283 64.4 20.5 84.8 3.5 3.5 17 H 0.587 231.5 121.0 71 8590 19.2 4.8 24.0 0.8 0.8 21 I 0.360 142.5 32.0 12 368 11.8 0.8 12.6 - -- 0.1 0.1 I 23 I 0.360 112.5 2.0 1 1 11.8 0.0 11.8 0.0 0.0 27 D 0.498 23.5 87.0 43 3768 16.3 2.9 19.2 0.5 0.5 29 F 3.151 1 109.5 345 37801 103.2 23.4 126.6 4.0 4.0 30 F 3.151 1 109.5 345 37801 103.2 23.4 126.6 - -- 4.0 4.0 I 31 J 3.520 112.6 2.1 7 15 115.3 0.5 115.8 0.1 0.1 na na 0.000 0 110.5 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 110.5 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 110.5 0 0 0.0 0.0 0.0 - -- 0.0 0.0 1 17.361 674.1 y (ft) dy (ft) R * dy R * dy ^2 I 1 E 1.320 84.75 34.8 46 1594 3.1 3.1 27.7 0.5 28.2 X 3 A 1.630 99 49.0 80 3914 5.4 5.4 34.2 0.9 35.1 4 A 1.630 99 49.0 80 3914 - 5.4 5.4 34.2 0.9 35.1 5 A 1.630 99 49.0 80 3914 - -- 5.4 5.4 34.2 0.9 35.1 7 G 1.960 94 44.0 86 3795 5.9 5.9 41.1 1.0 42.1 9 A 1.630 99 49.0 80 3914 5.4 5.4 34.2 0.9 35.1 10 A 1.630 99 49.0 80 3914 - 5.4 5.4 34.2 0.9 35.1 11 A 1.630 99 49.0 80 3914 - -- 5.4 5.4 34.2 0.9 35.1 I 13 C 0.510 74 24.0 12 294 -- = 0.8 0.8 10.7 0.1 10.8 16 C 0.510 26 24.0 12 294 0.8 0.8 10.7 0.1 10.8 18 A 1.630 1 49.0 80 3914 - -- 5.4 5.4 34.2 0.9 35.1 19 A 1.630 1 49.0 80 3914 - -- 5.4 5.4 34.2 0.9 35.1 20 A 1.630 1 49.0 80 3914 - -- 5.4 5.4 34.2 0.9 35.1 . 22 G 1.960 6 44.0 86 3795 - 5.9 5.9 41.1 1.0 42.1 24 A 1.630 1 49.0 80 3914 - -- 5.4 5.4 34.2 0.9 35.1 25 A 1.630 1 49.0 80 3914 -- 5.4 5.4 34.2 0.9 35.1 26 A 1.630 1 49.0 80 3914 _ - 5.4 5.4 34.2 0.9 35.1 28 E 1.320 15.25 34.8 46 1594 3.1 3.1 27.7 0.5 28.2 na na 0.000 0 50.0 0 0 - -- 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 50.0 0 0 - -- 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 50.0 0 0 - -- 0.0 0.0 0.0 0.0 0.0 27.140 2.52E +05 1 1 I I I Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 Page 2 of 3 6/26/2006 I Distribution of Lateral Forces - Fanno Creek Bldg A - I 9 ROOF Accidental Total Shear V = 223 (kips) Xcr = 104.57 (ft) ex= 13.25 22.26 Tor. Mx :4959.3 Ycr = 50.00 (ft) ey= 5 10.02 Tor. My : 2233.6 I Rigidity Y DIRECTION LOAD X DIRECTION LOAD Lat. Tor. Shear Lat. Tor. Shear Dir Grid Rc x (ft) dx (ft) R * dx R * dx ^2 Fv Ft Fv +Ft Fv Ft Fv +Ft (kips) (kips) (kips) (kips) (kips) (kips) I 2 D 0.447 23.5 81.1 36 2935 7.3 0.8 8.1 0.4 0.4 Y 6 I 0.100 112.5 7.9 1 6 1.6 0.0 1.7 0.0 0.0 8 I 0.100 142.5 37.9 4 144 1.6 0.1 1.7 - -- 0.0 0.0 I 12 H 0.408 231.5 126.9 52 6578 6.7 1.1 7.9 0.5 0.5 14 B 1.735 264 159.4 277 44107 28.5 6.1 34.6 2.8 2.8 15 B 1.735 264 159.4 277 44107 28.5 6.1 34.6 2.8 2.8 17 H 0.408 231.5 126.9 52 6578 6.7 1.1 7.9 - -- 0.5 0.5 21 I 0.100 142.5 37.9 4 144 1.6 0.1 1.7 0.0 0.0 23 I 0.100 112.5 7.9 1 6 1.6 0.0 1.7 0.0 0.0 27 D 0.447 23.5 81.1 36 2935 7.3 0.8 8.1 - -- 0.4 0.4 29 F 2.947 1 103.6 305 31612 48.4 6.8 55.2 -- 3.0 3.0 I 30 F 2.947 1 103.6 305 31612 48.4 6.8 55.2 _ == 3.0 3.0 31 J 2.086 112.6 8.0 17 135 34.3 0.4 34.6 0.2 0.2 na na 0.000 0 104.6 0 0 0.0 0.0 0.0 - -- 0.0 0.0 na na 0.000 0 104.6 0 0 0.0 0.0 0.0 - 0.0 0.0 I na na 0.000 0 104.6 0 0 0.0 0.0 0.0 - -- 0.0 0.0 13.560 253.1 I y (ft) dy (ft) R * dy R * dy ^2 1 E 1.180 84.75 34.8 41 1425 0.9 0.9 10.7 0.4 11.1 X 3 A 1.530 99 49.0 75 3674 - -- 1.7 1.7 13.9 0.7 14.7 4 A 1.530 99 49.0 75 3674 1.7 1.7 13.9 0.7 14.7 5 A 1.530 99 49.0 75 3674 1.7 1.7 13.9 0.7 14.7 7 G 1.440 94 44.0 63 2788 1.4 1.4 13.1 0.6 13.7 9 A 1.530 99 49.0 75 3674 -- 1.7 1.7 13.9 0.7 14.7 I 10 A 1.530 99 49.0 75 3674 _ =_ 1.7 1.7 13.9 0.7 14.7 11 A 1.530 99 49.0 75 3674 1.7 1.7 13.9 0.7 14.7 13 C 0.450 74 24.0 11 259 - -- 0.2 0.2 4.1 0.1 4.2 16 C 0.450 26 24.0 11 259 - -- 0.2 0.2 4.1 0.1 4.2 I 18 A 1.530 1 49.0 75 3674 1.7 1.7 13.9 0.7 14.7 19 A 1.530 1 49.0 75 3674 1.7 1.7 13.9 0.7 14.7 20 A 1.530 1 49.0 75 3674 - -- 1.7 1.7 13.9 0.7 14.7 I 22 G 1.440 6 44.0 63 24 A 1.530 1 49.0 75 2788 -- 1.4 1.4 13.1 0.6 13.7 3674 1.7 1.7 13.9 0.7 14.7 25 A 1.530 1 49.0 75 3674 1.7 1.7 13.9 0.7 14.7 26 A 1.530 1 49.0 75 3674 - -- 1.7 1.7 13.9 0.7 14.7 .1 28 E 1.180 15.25 34.8 41 na na 0.000 0 50.0 0 1425 =- 0.9 0.9 10.7 0.4 11.1 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 50.0 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 50.0 0 0 - -- 0.0 0.0 0.0 0.0 0.0 I 24.500 2.24E +05 I I 111 Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 Page 3 of 3 III L -9, T �/(u C ONSULTING 503.222.4453 L 11 ENGINEERS 503.248.9263 Use: I vlmk@vlmk.com Max ri x = 0.27 => 1.00 3933 SW Kelly Avenue • Portland • Oreaon 97239-4314 www.vlmk.com Max ri y = 1.27 => 1 27 Unit Shear - Fanno Creek Bldg A Building Area (per level) = 24459 .1/ Panel Shear Shear Shear Redundancy Shear Shear Dir Grid Width Width Height Thick. Fv +Ft Vwi*10 ri F *ri v *ri _ (ft) (ft) (ft) (in) (kips) (klf) Vi *Lw (kips) (klf) I 2nd FLOOR Vi = 752 2 D 14.25 4.25 14.5 9.25 26.1 6.1 0 081653 0.433838 33.2 7.8 Y 6 I 5 5 14.5 7.25 13.8 2.8 0.036638 - 1.490416 17.5 3.5 8 I 5 5 14.5 7.25 14.6 2.9 0.038888 - 1.288483 18.6 3.7 12 H 9.67 4.67 14.5 9.25 32.0 6.9 0.091284 0.599072 40.8 8.7 I 14 B 22.25 10.25 14.5 9.25 115.1 11.2 0.149368 1.143845 146.5 14.3 15 B 22.25 10.25 14.5 9.25 115.1 11.2 0.149368 1.143845 146.5 14.3 17 H 9.67 4.67 14.5 9.25 32.0 6.9 0.091284 0.599072 40.8 8.7 21 I 5 5 14.5 7.25 14.6 2.9 0.038888 - 1.288483 18.6 3.7 23 I 5 5 14.5 7.25 13.8 2.8 0.036638 - 1.490416 17.5 3.5 I 27 D 14.25 4.25 14.5 9.25 26.1 6.1 0.081653 0.433838 33.2 7.8 29 F 33 13 14.5 9.25 171.9 13.2 0.17595 1.27319 218.9 16.8 30 F 33 13 14.5 9.25 171.9 13.2 0.17595 1.27319 218.9 16.8 I 31 J 17 16 14.5 8 146.4 9.2 0.121731 0.949466 186.4 11.7 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 I 1 E 21.5 9.5 14.5 7.25 38.9 4.1 0.054541 - 0.344682 38.9 4.1 X 3 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 4 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 I 5 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 7 G 20 10 14.5 7.25 38.5 3.9 0.051251 - 0.495214 38.5 3.9 9 A 30 10 14.5 7 25 48.7 4.9 0.064842 0.027784 48.7 4.9 10 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 11 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 13 C 14.67 4.67 14.5 7.25 15.1 3.2 0.043097 - 0.967299 15.1 3.2 16 C 14.67 4.67 14 5 7.25 15.1 3.2 0.043097 - 0.967299 15.1 3.2 18 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 20 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 22 G 20 10 14 5 7.25 38.5 3.9 0.051251 - 0.495214 38.5 3.9 24 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 25 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 I 26 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 28 E 21.5 9.5 14.5 7.25 38.9 4.1 0.054541 - 0.344682 38.9 4.1 na na 0 1 0 100 0.0 0.0 0 0 0 0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 .t 1 I I 1 I 1 Fanno Rigid Analysis (BLDG A) thick walls 6 -26 -06 xls 6/26/2006 Page 1 of 3 I Panel Shear Shear Shear Redundancy Shear Shear L - i Dir Grid Width Width Height Thick. Fv +Ft Vwi *10 ri F *ri v *ri (ft) (ft) (ft) (in) (kips) (klf) Vi'Lw (kips) (kit) I 3rd FLOOR Vi = 569 2 D 14.25 4.25 13.5 9.25 19.2 4.5 0.07959 0.393235 24.5 5.8 Y 6 I 5 5 13.5 7.25 11.8 2.4 0.041641 - 1.071046 15.1 3.0 8 I 5 5 13.5 7.25 12.6 2.5 0.044218 - 0.892094 16.0 3.2 I 12 H 9.67 4.67 13.5 9.25 24.0 5.1 0.090523 0.587298 30.6 6.6 14 B 22.25 10.25 13.5 9.25 84.8 8.3 0.145507 1.121125 108.0 10.5 15 B 22.25 10.25 13.5 9.25 84.8 8.3 0.145507 1.121125 108.0 10.5 17 H 9.67 4.67 13.5 9.25 24.0 5.1 0.090523 0 587298 30.6 6.6 I 21 I 5 5 13.5 7.25 12.6 2.5 0.044218 - 0.892094 16.0 3.2 23 I 5 5 13.5 7.25 11.8 2.4 0.041641 - 1.071046 15.1 3.0 27 D 14.25 4.25 13.5 9.25 19.2 4.5 0.07959 0.393235 24.5 5.8 29 F 33 13 13.5 9.25 126.6 9.7 0.171298 1.253453 161.2 12.4 1 30 F 33 13 13.5 9.25 126.6 9.7 0.171298 1.253453 161.2 12.4 31 J 17 16 13.5 8 115.8 7.2 0.127263 0.995137 147.4 9.2 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 I 1 E 21.5 9.5 13.5 7.25 28.2 3.0 0.052179 - 0.450821 28.2 3.0 X 3 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 I 4 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 5 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 7 G 20 10 13.5 7.25 42.1 4.2 0.073974 0.271244 42.1 4.2 9 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 10 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 I 1 1 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 13 C 14.67 4.67 -13.5 7.25 10.8 2.3 0.040772 - 1.13651 10.8 2.3 16 C 14.67 4.67 13.5 7.25 10.8 2.3 0.040772 - 1.13651 10.8 2.3 18 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 I 19 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 20 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 22 G 20 10 13.5 7.25 42.1 4.2 0.073974 0.271244 42.1 4.2 24 A 30 10 13.5 7.25 35.1 3 5 0.061685 - 0.073159 35.1 3.5 II 25 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 26 A 30 10 13.5 7 25 35.1 3.5 0.061685 - 0.073159 35.1 3.5 28 E 21.5 9.5 13.5 7.25 28.2 3.0 0.052179 - 0.450821 28.2 3.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 i _ na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 I 1 .i I i I I 1 Fanno Rigid Analysis (BLDG A) thick walls 6- 26- 06.xls 6/26/2006 Page 2 of 3 I L -p Panel Shear Shear Shear Redundancy Shear Shear Dir Grid Width Width Height Thick. Fv +Ft Vwi`10 ri F*ri v`ri (ft) (ft) (ft) (in) (kips) (klf) Vi*Lw (kips) (klf) Roof 2 D 14.25 4.25 14 9.25 8.1 1.9 10.4 2.4 Y 6 I 5 5 14 7.25 1.7 0.3 2.1 0.4 I 8 I 5 5 14 7.25 1.7 0.3 2.2 0.4 12 H 9.67 4.67 14 9.25 7.9 1.7 10.0 2.1 14 B 22.25 10.25 14 9.25 34.6 3.4 44.1 4.3 15 B 22.25 10.25 14 9.25 34.6 3.4 44.1 4.3 17 H 9.67 4.67 14 9.25 7.9 1.7 10.0 2.1 21 I 5 5 14 7.25 1.7 0.3 2 2 0.4 23 I 5 5 14 7.25 1.7 0.3 2.1 0.4 27 D 14.25 4.25 14 9.25 8.1 1.9 10.4 2.4 29 F 33 13 14 9.25 55.2 4.2 70.3 5.4 I 30 F 33 13 14 9.25 55.2 4.2 70.3 5.4 2.8 31 J 17 16 14 8 34.6 2.2 44.1 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 I 1 E 21.5 9.5 14 7.25 11.1 1.2 11.1 1.2 X 3 A 30 10 14 7.25 14.7 1.5 14.7 1.5 I 4 A 30 10 14 7.25 14.7 1.5 14.7 1.5 1.5 5 A 30 10 14 7.25 14.7 1.5 14.7 7 G 20 10 15.5 7.25 13.7 1.4 13.7 1.4 9 A 30 10 14 7.25 14.7 1.5 14.7 1.5 I 10 A 30 10 14 7.25 14.7 1.5 14.7 1.5 11 A 30 10 14 7.25 14.7 1.5 14.7 1.5 13 C 14.67 4.67 14 7.25 4.2 0.9 4.2 0.9 16 C 14.67 4.67 14 7.25 4.2 0.9 4.2 0.9 18 A 30 10 14 7.25 14.7 1.5 14.7 1.5 I 19 A 30 10 14 7.25 14.7 1.5 14.7 1.5 20 A 30 10 14 7.25 14.7 1.5 14.7 1.5 22 G 20 10 15.5 7.25 13.7 1.4 13.7 1.4 24 A 30 10 14 7.25 14.7 1.5 14.7 1.5 MI 25 A 30 10 14 7.25 14.7 1.5 14.7 1.5 26 A 30 10 14 7.25 14.7 1.5 14.7 1.5 28 E 21.5 9.5 14 7.25 11.1 1.2 11.1 1.2 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 I na na 0 1 0 100 0.0 0.0 0.0 0.0 I I I I I I I 1 Fanno Rigid Analysis (BLDG A) thick walls 6 -26 -06 xls 6/26/2006 Page 3 of 3 I VI4M I( CONSULTING Job ille na �F... � " � t�t.,. 4 ENGINEERS Client 6-gip 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No Zo51 BY P 503.222.4453 503.248.9263 ® Date J vnt MCP Sheet No. L- I LA--Tegiv__ A t._wl, t5 I FiPX = 3/.14 .� tilt: s w - , ztz�� ' C 74. I I ems' 90' 3► X10' 3z,5- Z 1. s 1 D= -= 5% P = 3,1„3 rA - 3.I , e)a) 1 I /ob ` 5 r ' I _ /e k° A.'! Ze 1543Z f { • 717,1 Z %. 1 Zo. / - 4 " /O Z3 ar il • 1 ?- W- PACIN- ( su s \ ) I T=G = 52,1 = 4 r /— , �� /, 22 r/1 i 'TP/ e_c Fe-eoe- �i°p � (�o dG� 37,44 9$% in,00 13 .870 7t% 125"..e. % 1 / -2 ) 14- Q3." 834- /r '" 29t /S AC, V11 avx a e,0 47O (R o �r‘E} ,1 -.(yi) = 4.9_,70 1 -1-....e., vs€.. - (5) ,# S j ELX L - ) 2 -- I I I I I I I 15Z`l 5811.7 _ - lie, 1 A l N2 1 N4 ° N_ 01 i 0.2 I Zsx1 R .7 I (_, 5 U I 4 4 .- 0,'r (IOJ Kb') - 04 ti A-1- !)S€.. (3) I ' Results for LC 1, Diaphragm Load Member z Bending Moments (k -ft) Reaction units are k and k -ft 1 June 23, 2006 at 4:47 PM 1 i _ _ — Diaph Bldg A- 2nd.r3d I �lz - x L' »3 I I I I I I I 808 4 2 /_ 1\15 -119 9 01 02 I I I 1 I I Results for LC 1, Diaphragm Load Member y Shear Forces (k) Reaction units are k and k -ft I June 23, 2006 at 4:47 PM i — — Diaph Bldg A- 2nd.r3d i Loy x I I . I I I t 5/ ter 6969 1 2 N3 N4 5 �.• M 44-'t I s I I y6- / (1, 0) /t ! f a z V - '•() #C 1 I I I Results for LC 1, Diaphragm Load Member z Bending Moments (k -ft) Reaction units are k and k -ft J une 23, 2006 at 4:44 PM Diaph Bldg A- 3rd.r3d !zi - U x l � r I I 1 I I _ — 97 7 1 . N2 F(4 D NS Lam_ -1498 1 I I 1 Results for LC 1, Diaphragm Load Member y Shear Forces (k) Reaction units are k and k -ft t 4:45 PM 2006 a June 23, Diaph Bldg A-3rd.r3d — — I ' Job ravyno Cam` 4 L M K ENGINEERS T Client ��S V � ,/ p ` - 7 BY 7 I Job No. G -b57 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date 7 d4 sheet No L -11 4 ° it q rt-{r 4vh. C tMeas I I F r , = zzs`` Z45' 9v , 9a' 37 I z►. s II 1 l ( 12►4 bt 'bts 'ti3.691I 14.H l37 it ". Cr.22 27•Y G I 1G K iL K 8L q7' / / 3 p 6.t I ,t K ,+apaZc — WO O 11 AZ / r Ut3ft 2_". '!s . A ,A ?1= ZZ3/ 111 7J = Ce7 ( 4 /7 4 'C K. t/70 G 5v 1 o rt--A Irl- I ty II 12 LX x L — ) 7 I I I I I I l Or, ` :: 77: -2 I I - 4987 3 I 4 1`I2 ° N3 ° N4 N5 16 , Zi• Z$ — - -- 7a.5 33,5 I 0 3 1 I r ��$ t -- 8 -'/ - .� � 0.z.') I I I i 1 Results for LC 1, Diaphragm Load Member z Bending Moments (k -ft) Reaction units are k and k -ft Fanno Creek Building A _ _ ___ June 22, 2006 at 1:59 PM 1 Roof Diaphragm Moment Diaph Bldg A -Roof rid I 111191_...x • I I I . I I I - -2 I _ _ `_ 61 a Ce ©� L , ? ® N2 4 r 13- - Net e N5 16 PI ,- - ''< q ' 96r p� 1 a 3 I I I /?4, 1 Zia) 1 22-¢ P, i .. I I I 1 Results for LC 1, Diaphragm Load Member y Shear Forces (k) Reaction units are k and k -ft I _ Fanno Creek Building A I June 22, 2006 at 1:59 PM I I Roof Diaphragm Shear j Dlepn Bldg A- Roof.r3d L I I P_I F 5 "c.�i ►'NS * DEA.P A-?ta. V?VE {-e4AI R -0-E. A wv.i .-A -,tea AT- pi e Ie- E L-rr o N S s ti . SEE Fnu vs tit co Pik t_, S I Fo rt- PAN L- c. d A- s_ 1 1 - --- r r r 1, = TR I - - t , - - -- - - - - -- ,N re.ErZ I 1 1 1 . I I 1 t3 M +p ---@- $ l Cam' --i-5_ Fk t t, _ ? 14 e I i i . i VI- 1 I y J IN I Z.y I RA\FL A 1 1 1 N\ 9 ± u ® P' P W a A 9 ,p- IA :L 1 I s t V V P. r aA J s M • N1° \-p Q MN NM MB 1111 NM 11111 NM NS = r EN - NE EN - - N. N. E MN MN MI -- MN NM Mil IN i MI MN • Me - MO MN MN Precast Wall Panel Loads -- B - 4 ' n ' 3 c1 ' ' Loads and eccentricity are for Gravity and Out -of -plane Roof DL = 20 (psf) Floor DL = 65 (psf) Fp = 0.564 x Wp @ Roof Roof LL = 25 (psf) Floor LL = 70 (psf) 30' -0" Panel with 10' -0" base window Joist Load Type A Panel Thickness = 8 (in) Tributary Panel Roof Load " 3rd Floor 2nd Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 48.75 14 4.88 7.5 7.5 1.13 141 6.00 1.41 2.73 196.4 B -B 112.5 13.5 11.25 7.5 7.5 1.13 1.41 7.5 7.5 0.00 3.66 3.94 16.03 5.34 3.79 470 C -C 183.75 14.5 18.38 7.5 7.5 1.13 1.41 7.5 7:5 0.00 3.66 3.94 7.5 7.5 0.00 3.66 3.94 's1 :'„ }' .,� '"d "g _ u�7 ) D -D 97.5 14 9.75 15 7.5 2.25 2 181 12.00 2.81 2.73 392.8 E -E 225 13.5 22.50 15 7.5 2.25 2.81 15 7.5 0.00 7.31 7.88 32,06 10.69 3.79 940 F -F 367.5 14.5 36.75 15 7.5 2.25 2.81 15 7.5 0.00 7.31 7.88 15 7.5 0.06 7.31 7.40 ita6.3MOkt3M _ Mk G -G . 48.75 14 4.88 7.5 7.5 1.13 1.41 6.00 ` 1.41�:n 196.4 H -H 112.5 13.5 11.25 7.5 7.5 1.13 1.41 7.5 7.5 0.00 3.66 3.94 16.03 5.34 3.79 470 1-1 183.75 14.5 18.38 7.5 7.5 1.13 1.41 7.5 7.5 0.00 3.66 3.94 7.5 7.5 0.00 3.66 3.94 _ ,,:`�, 193 s �7 4.50 14.63 14.63 to-7.3 361 22' -3" Panel with 6' -0" base window Girder Load Type B Panel Thickness = 10 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 52.25 14 6.53 6.5 4 0.52 0.65 - 7.05 0.65 1.22 263.1 B -B 117.5 13.5 14.69 6.5 4 0.52 0.65 6.5 4 0.00 1.69 1.82 16.90 2.47 1.93 613.6 C -C 189.25 14.5 23.66 6.5 4 0.52 0.65 6.5 4 0.00 1.69 1.82 6.5 4 • 0.00 1.69 1.82 Bii @4 ,` a • r r` ' . �'/Ffi .- D -D 52.75 14 6.59 8.5 4 0.68 0 :85 7.27 0.85 1.51 `26 E -E 122.5 13.5 15.31 8.5 4 0.68 0.85 8.5 4 0.00 2.21 2.38 18.20 3.23 2.28 639.7 F -F 200.75 14.5 25.09 8.5 4 0.68 0.85 8.5 4 0.00 2.21 2.38 8.5 4 0.00 2.21 2.38 " pth2: 4,91§41 G -G 60.875 14 7.61 7.25 4 0.58 0.73 8.19 0 /3 ,. 1 '.1`7 306 :5 H -H 136.25 13.5 17.03 7.25 4 0.58 0.73 7.25 4 0.00 1.89 2.03 19.50 2.76 1.88 711.5 I -I 218.875 14.5 27.36 7.25 4 0.58 0.73 7.25 4 0.00 1.89 2.03 7.25 4 0.00 1.89 In!'' a64 1.78 5.79 5.79 S9.5. i`t 7 "D i W I P - 4 1 Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 1 :13PM, 23 JUN 06 Description : I Scope : Rev 580003 1 User KW- 0602744,Ver580 1-Dec-2003 Rectangular Concrete Column Page 1 (01983 -2003 ENERCALC Engineering Software concrete panel analysis ecw Budding A x - u ,, „vim �... r . n_...,_ ,, .... ..Y_..- .. ,. �.. .,... . Description Panel Section C -C & Section I -I I General Information Code Ref ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width 29.000 in fc 4,000.0 psi Total Height 14.500 ft Depth 7.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft I Rebar: Seismic Zone 3 Eff. Length Factor 1.000 4- # 5 d = 1.500 in LL & ST Loads Act Together Column is BRACED 4- # 5 d = 5.750 in Loads 1 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity I Axial Loads 26.810 k 9.280 k k 3.930 in Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 0.715 k/ft 14.500 ft # 2 k/ft k/ft k/ft ft I Summary Column is OK 29.00 x 7.25in Column, Rebar: 4 - #5 @ 1.50in, 445 @ 5.75in I ACI C -1 ACI C -2 ACI C -3 Applied : Pu :Max Factored 53.31 k 50.53 k 24.13 k Allowable : Pn * Phi © Design Ecc. 138.38 k 79.06 k 32.38 k ll M- critical 17.46 k -ft 18.68 k -ft 22.50 k -ft Combined Eccentricity 3.930 in 4.438 in 11.192 in Magnification Factor 1.00 1.37 1.17 I Design Eccentricity 3.930 in 6.089 in 13.146 in Magnified Design Moment 17.46 k -ft 25.64 k -ft 26.43 k -ft Po * .80 684.17 k 684.17 k 684.17 k I P: Balanced 266.92 k 266.92 k 266.92 k Ecc : Balanced 3.367 in 3.367 in 3.367 in Slenderne per ACI 318 - 95 Section 10.12 & 10.13 I Actual k Lu / r 80.000 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. C-1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 2.8650 in 1.9350 in 1.4200 in Phi 0.6500 0.7334 0.8404 I Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.7041 0.7429 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 779.31 761.96 664.00 1 Pc : pi ^2 E I / (k Lu) ^2 254.04 248.39 216.45 alpha: MaxPu / (.75 Pc) 0.2798 0.2712 0.1486 Delta 1.0000 1.3722 1.1746 Ecc: Ecc Loads + Moments 3.930 4.438 11.192 in I Design Ecc = Ecc Delta 3.930 6.089 13.146 in ACI Fact ors (Per ACI 318-02, applied internally to entered loads) *Fl `1 .tl 4;A'i :AY,°e . S;..std"N3 'rNflXA+w'. Pn.'^+.v.?Y' fl . ±u!°F:.S NE^..mm'� i ,,; £ .- M:'+..ka. ^.,.Y$.S K.:? . 3'-xc _ rz'Y".1�': M l s.243.: (?isrc.^. .s£'P.c s.- r r. s . .x .PSa. 9. »tiA%.S. sib' SF„"u ., ..4, +' M1iT'+1.b'';z% ✓�... - �wr,� sM; ,.= w:.fi.b,;W✓+N, { k4sn i� Y•'= ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add'! "1.4" Factor for Seismic 1.400 I ACI C -1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C-1 & C -2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 I I I Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 1:13PM, 23 JUN 06 Description : I Scope : Rev 580003 Page 2 � 1 User KW - 0802744 Ver580 1 Dec2003 Rectangular Concrete Column 9 (c)1983-2003 ENERCALC Englneenng Software concrete panel analysis ecw Butitlmg A ,# Description Panel A: Section C -C & Section I -I I Sketch & Diagram 3in - = Axial Pn'ptu (k)- - - - " - - - - - - - -' - -- - -- -- - I L D Pu,Mu(Eq 9-1) 138.4k, 17 5k-ft 8. L =9.3s, ST =0 Ok - Pu,MU (Eq 9-2) 79 1 k, 18 7k-ft ,.3 ._ _• 89 _.--- _Pv,MU(Eq - 93) 32 4k, 22:5k-ft- , O , l _..; , 7 5 .0 %`�" O 7 251 O --� + ?} - 031 -a; ' ■ ^ y ' - ,-7-':-. 313 .. __ ._-. ` - r T _____ _' :■ '' ,. Ilk , :594 r.:4 L 14.5R f_ � x`.:- 875 3 ` , y �, _ - 15 _ C^' 438 _ i Il ,^.-1.- { .w) ' ' " -=i 00 83 125 188 251 314 378 439 502 564 827 (1) Dst Ld 91 DL =0.0, 1L = ST =0.7klft'F 0.6 >14 ° Oft Moment Mn'pni (k -R) — V I I I I I I I I Title : Fanno Creek Job # 205497 P -- ( 61 ' Dsgnr: ROW Date: 8:38AM, 27 JUN 06 Description : I Scope : Rev 580003 User KW 0602744 Ver580 1 Dec2003 Rectangular Concrete Column Page 1 (c)1983-2003 ENERCALC Engrneenng Software concrete panel analysis ecw Building "A Description Panel A: Section F -F 1 General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 . .. v 0.0 psi Tot . ,...,:.. -. .. +.a,a- �.: - .w.. -.,. ...J:..,....zx.,.. Width 59.000 in Pc 4,00 Height 14.500 ft Depth 7.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft I Reber: Seismic Zone 3 Eff. Length Factor 1.000 7- # 5 d = 1.500 in LL & ST Loads Act Together Column is BRACED 7- # 5 d = 5.750 in Loads Factoring oad factoring t ri g supports 2003 0o IBC loads within this program according references r ACI 318-02 C.2 31 02 for nc : t .. gn � Note: concrete design. p g g Dead Load Live Load Short Term Eccentricity 1 Axial Loads 53.630 k 18.090 k k 3.910 in Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 1.429 k/ft 14.500 ft # 2 k/ft k/ft k/ft ft I Summary g Column is OK 59.00 x 7.25in Column, Rebar: 7 - #5 @ 1.50in, 7 - #5 @ 5.75in I ACI C -1 ACI C -2 ACI C -3 Applied : Pu :Max Factored 105.84 k 100.41 k 48.27 k Allowable : Pn * Phi © Design Ecc. 261.63 k 147/7 k 59.90 k II M-critical 34.48 k -ft 37.49 k -ft 45.01 k -ft Combined Eccentricity 3.910 in 4.481 in 11.190 in Magnification Factor 1.00 1.36 1.17 I Design Eccentricity. 3.910 in 6.102 in 13.105 in Magnified Design Moment 34.48 k -ft 51.06 k -ft 52.71 k -ft Po' .80 1,360.00 k 1,360.00 k 1,360.00 k P : Balanced 548.25 k 548.25 k 548.25 k Ecc : Balanced 3.191 in 3.191 in 3.191 in Slenderness per ACI 318 - 95 Section 10.12& 10.13 I Actual k Lu / r 80.000 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI E. C -1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 2.6800 in 1.7850 in 1.3250 in Phi 0.6500 0.7504 0.8462 I Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.7094 0.7478 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 1,580.52 1,545.84 1,350.89 I Pc : pi ^2 E I / (k Lu) ^2 515.23 503.93 440.37 alpha: MaxPu / (.75 Pc) 0.2739 0.2657 0.1461 Delta 1.0000 1.3618 1.1712 Ecc: Ecc Loads + Moments 3.910 4.481 11.190 in I Desi Ecc = Ecc Delta 3.910 6.102 13.105 in i ACI Factors (per ACI 318-02, applied internally to entered loads). .Z3 -.:rc ,-, C ,- T+n92; ;'.,'W . , ^ SPY'. -...6i,4,,,,,#.:>.',.... atvi `I?+'' -....' `.:."K ..' i4''... ,A. rIf. ,,..,, ,.., .5., * w a'S.4S -* • *s44 * .e *s. *...A. oro- e*rs 7 aAs,, IY ,,, j'Y ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 I ACI C-1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 I 7 Title : Fanno Creek Job # 205497 / 2-. - • . Dsgnr: ROW Date: 8:38AM, 27 JUN 06 1, IF Description : 1 - Scope : Rev' 580003 User KW- 0602744,Ver580 1 Dec2003 lar Concrete Column Page 2 I (c)1983-2003 ENERCALC Engineenng Software concrete panel analysis.ecw.Budding "A" Description Panel A: Section I . ' . : Sketch & Diagram , r , tin •_,• • • -. Axial Pn'pN (k) _ _- -- —_ _ - __ — _ - _-- _-_- - Pu.MU (Eq 9-1) 281 8k, 34 5k -ft I DL =53.8, LL =18 1s, ST =O Ok 2947 rt , . _ - •_.'7- . -- -' - - -- -- -- - - -- - Pu,MU (Eq 9-2) 147 8k, 37 5k-ft •''"' Pu,Mtr (Eg9- 3)• 45 Ott-ft • n S , ` _ 08 -• -_ -- - --- -- -_ —- I 15 • <. o - 7251n _' O t 1--- 007 0 1 , . T ' 5 199 _ .__ -__ -__ __ __ _ __ _ __ —_ --(1) . ,_ 14.58 __ r; ___--- --- --- 1 --- H_,.. . : 754 -'___ -- _ 1 . _I h ■ I • ay f - - i4 - - 318 L i r -0- 1. " , ' "d - • , ,. - ,, q � ��� ,i '877 • _ M .„.,, - _ - - 0 0 123 247 370 494 51.7 741 884 988 1111 1235 (1) Dst Ld #1 DL =00, LL OA k/R S,.ST =1.4-From 0.01,,14 F Word Moment pnl (k -R) iNy^ -. `.' rim . , =', : ', ':,'' Ir.' 1 ' -, ft .. II, 0 I I I 1 I i P Title : Fanno Creek Job # 205497 -8 Dsgnr: ROW Date: 1:13PM, 23 JUN 06 Description : I Scope : Rev* 580003 User: KW-0602744, Ver 580,1•Dec -2003 Rectangular Concrete Column Page 1 I gineenng Software concrete panel analysis ecw Building A (c)1983-2003 ENERCALC En Description Panel B: Section C -C General Information Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width .:�41.000 .. a .,•.. .. F�m>. - ,�,>,,, „z,.�. ,,. ,. „ .,r,. ,.,�, . max, <� „. ,,�. � . „�.t,., . ��.:. „ . ,tr...,., , F .>t. , .._Y,;. in fc 4,000.0 psi Total Height 14.500 ft Depth 9.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft Rebar: Seismic Zone 3 Eff. Length Factor 1.000 I 5- # 6 d = 1.500 in LL & ST Loads Act Together Column is BRACED 5- # 6 d = 7.750 in Loads ,:.:.r » a ,.. r . ~c. ,3r .a: n.:.;...:. F.,- ,w,,:. v..cea w:..r .,.... <r. .ns N<.;. ,u:. r. x.F,,,.;.. .�+•u,.:.»':.... ,.trr.. >._.,M..._:.. .�,,r: r.., c.w.,.rnc ..x: Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Dead Load Live Load Short Term Eccentricity I Axial Loads 27.560 k 4.290 k k 2.080 in Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 0.920 k/ft 14.500 ft # 2 k/ft k/ft k/ft ft it . Summa rY Column is OK 41.00 x 9.25in Column, Rebar: 5 - #6 @ 1.50in, 5 - #6 @ 7.75in I ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 45.88 k 44.59 k 24.80 k Allowable : Pn * Phi @ Design Ecc. 585.81 k 128.49 k 63.19 k Pli M- critical 7.95 k -ft 30.09 k -ft 31.73 k -ft Combined Eccentricity 2.080 in 8.097 in 15.352 in Magnification Factor 1.00 1.10 1.05 I Design Eccentricity 2.080 in 8.871 in 16.195 in Magnified Design Moment 7.95 k -ft 32.96 k -ft 33.47 k -ft Po * .80 1,230.79 k 1,230.79 k 1,230.79 k P : Balanced 532.81 k 532.81 k 532.81 k I Ecc : Balanced 4.215 in 4.215 in 4.215 in Slenderness per ACI 318-95 Section 10.12 & 10.13 I ,::.y.y.tn. '.xv x.: Actual k Lu / r 62.703 , Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. C -1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 6.7850 in 2.1350 in 1.6600 in Phi 0.6500 0.7540 0.8352 I Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.8410 0.8653 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 2,118.03 2,090.46 1,949.68 I Pc : piA2 E I / (k Lu) ^2 690.45 681.47 635.57 alpha: MaxPu / (.75 Pc) 0.0886 0.0872 0.0520 Delta 1.0000 1.0956 1.0549 Ecc: Ecc Loads + Moments 2.080 8.097 15.352 in I Design Ecc = Ecc * Delta 2.080 8 871 16 195 in ACI Factors (Per ACI 318-02, applied internally to entered loads) %. y,,,, - sw . :.en* :4.-,, Wi4 c.7 S. --.,- .,. a , . we as ,,, , ,,, r e . sa ,r- = , >: . KS ;:M, . . . naa , x,, mss ay.«. :s ..'z,,,.., =, ?.c . , ..' ACI C -1 & C -2 DL 1 400 ACI C -2 Group Factor 0.750 Add"! "1.4" Factor for Seismic 1.400 I ACI C-1 & C -2 LL 1 700 ACI C-3 Dead Load Factor 0.900 Add"! "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 I 111 4)- I Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 1:13PM, 23 JUN 06 Description : I Scope : Rev 580003 Page 2 User. KW 0602744 Ver580 1 Dec2003 Rectangular Concrete Column 9 I (c)1983-2003 ENERCALC Engmeenng Software te nalywlding A scri to e naly ,. Description Panel B: Section C -C concrete panel a sis eav B I Sketch & Diagram Tin i -. ., Axial Pn'phi (k) - .. LL=4 35, ST =O Ok - P ` • -- . .158.4 : - u,Mu-(Eq 9-1) 28 5k 3 1 DL =27 8, (Eq 1 92) ' 128 Sk, 30..1 k- k -ft _ - .. ._.___.__ :__ ., P (Eq 9- 3 } _ F ,0279 9251 _ '. ': - 994_____ - _.._ __ ___— ____,__ —___ _— __ - — - _— - - _ __ _,_ 709 _ -- __— _ ___ __. _.__._ __. __ _ ___ _ —___ —_ _ —___ _ _____ _ • , • ` II - -__ 140 .___. � ._._____'__ —____ ____ __ _ ' ' '-';-: :`=? ‘'', ;;;;Iiii . g ---■ fr - .570 fi r., - P I ��? 28. 5- , ,,,,,,, , L... , : „ . (1), Out LO #t, 131: 0, 7-0.9k/ft >14 :Oft 0 0 15 0 31,2 48 8 82.3 77 9 93,5 109 1 124 7 140 3 155 8 I '., Moment ' Mn'pni (k -ft) I I I I I I I I P - ln ' Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 1:14PM, 23 JUN 06 Description : I Scope : Rev' 580003 Page 1 User: KW-0602744, Ver 5 8.0, 1-Dec-2003 Rectangular Concrete Column I. (c)1983-2003 ENERCALC Engineering Software concret a panel analysts a mg A � et an Bwld Description Panel B: Section F -F General Information Code Ref: ACI 318 -02, 1997 UBC 2003 IBC, 2003 NFPA 5000 5. Width r: ...ss.:,: Width 29.000 in fc 4,000.0 psi Total Height 14.500 ft Depth 9.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft Reber: Seismic Zone 3 Eff. Length Factor 1.000 i 5- # 5 d = 1.500 in LL & ST Loads Act Together Column is BRACED 5- # 5 d = 7.750 in Loads Note: Load factoring w , RA supports 2003 IBC and 2003 NFPA 5000 by concrete virtue of their references to ACI 318-02 for design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 31.710 k 4.790 k k 2.000 in Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 1.064 k/ft 14.500 ft # 2 k/ft k/ft k/ft ft , , Summary Column is OK 29.00 x 9.25in Column, Rebar: 5 - #5 @ 1.50in, 5 - #5 @ 7.75in I ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 52.54 k 51.10 k 28.54 k Allowable : Pn * Phi © Design Ecc. 423.49 k 82.47 k 42.51 k pi M- critical 8.76 k -ft 35.00 k -ft 36.80 k -ft Combined Eccentricity 2.000 in 8.219 in 15.475 in Magnification Factor 1.00 1.16 1.09 I Design Eccentricity 2.000 in 9.575 in 16.906 in Magnified Design Moment 8.76 k -ft 40.77 k -ft 40.21 k -ft Po * .80 870.01 k 870.01 k 870.01 k I P : Balanced 376.89 k 376.89 k 376.89 k Ecc : Balanced 4.209 in 4.209 in 4.209 in Slenderness per AC! 318 - 95 Section 10.12 & 10.13 ,, Actual k Lu / r . 62.703 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. C -1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 6.9200 in 2.0300 in 1.6400 in Phi 0.6500 0.7703 0.8386 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.8450 0.8688 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 1,494.89 1,475.88 1,379.04 Pc : pi ^2 E I / (k Lu) ^2 487.32 481.12 449.55 alpha: MaxPu / (.75 Pc) 0.1437 0.1416 0.0846 Delta 1.0000 1.1650 1.0925 Ecc: Ecc Loads + Moments 2.000 8.219 15.475 in Design Ecc = Ecc Delta 2.000 9.575 16.906 in ACI Factors (per ACI 318-02, applied internally to entered loads) .... ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor 'for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 1 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1 100 I I i e Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 1:14PM, 23 JUN 06 Description : I Scope : Rev. 580003 User KW- 0602744,Ver 5.8.0, 1- Dec -2003 Rectangular Concrete Column Page 2 s ll (c)198 3-2003 ENERCALC Engmeenng Software concrete panel analysis.ecw Budding A Description Panel B: Section F -F .11 Sketch &Diagram CIT Axial Pn'pht (k) DL -31.7, LL=4.8s, ST =O Ok • u Mu (Eq 9-2) - 8256, 35 Ok -ft P P - . ;- ; . : 0 8 1 k. 38 8k-Ft ( q __ �Y 296 . . z O ' - 925in - +O - i -` :384____- .__ -_ -_ p; as it, ,--(4) . 14 58 ' O _... ' : 848 - ' ' - . ■ 738 - -__ - _- - _ � - - __ - _ _ _— - N: .--... • (1) Dst Ld #1 DL =O 0, LL =O Os, ST =1 1k/ft From 0 00-014 50ft 0 0 11 1 22 1 33 2 44 3 55 3 68,4 77.5 88 5 99 8 110 7 Moment Mn'pn7 (k -ft) I II I I' I I 1 I P- t zr Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 1:14PM, 23 JUN 06 Description : Scope : Rev: 580003 User KW 0602744 Ver580 1 Dec2003 Rectangular Concrete Column Page 1 (c)1983 2003 ENERCALC Engineenng Software concrete panel analysis ecw Building A , �:ti : <e..s` ..?gAt �NR.'.f, u,ff?> vxlS.Y"�'n..., w..£...?:..Y4 . r..:.>_y .+'^ =.'4+...... - . ..,. «.M. #af,. r . a 5.x -_. F-�r. ..ar, r. .s?.'.i .-.... - iS...^?. <t xi -MVO, . 2*. n k- ..:.r. }af .s 1. .;: a,w"! Y£-.. a5....: .... a:.a xf av -: ✓n.. a,4 Description Panel B: Section I -1 General Information Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 , ri.Y+•; .t, r.ss...:,..„ .ifiva, .w. , .'1 3-. rtf:.C. r. .. ".rti..�v ..n `iuuR.:. .t .... ,:,.,. .( a.>. u+ 'H ...'_.: -..r ,va- s...a' ..< .- ,::n3,.. '.s.... .i ,-a E✓A .ten- .....,,,t Y.. 38 „ +. u.R� Width 41.000 in fc 4,000.0 psi Total Height 14.500 ft Depth 9.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft Rebar: Seismic Zone 3 Eff. Length Factor 1.000 II 5- # 6 d = 1.500 in LL & ST Loads Act Together Column is BRACED 5- # 6 d = 7.750 in Loads Note: ofente Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring red loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity l Axial Loads 30.190 k 5.610 k k 2.390 in Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 0.976 k/ft 14.500 ft # 2 k/ft k/ft k/ft ft L Summary Column is OK 41.00 x 9.25in Column, Reber: 5 - #6 @ 1.50in, 5 - #6 @ 7.75in ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 51.80 k 50.12 k 27.17 k Allowable : Pn * Phi @ Design Ecc. 538.53 k 140.09 k 65.74 k PI M- critical 10.32 k -ft 31.09 k -ft 33.26 k -ft Combined Eccentricity 2.390 in 7.444 in 14.687 in Magnification Factor 1.00 1.11 1.06 Design Eccentricity 2.390 in 8.242 in 15.575 in Magnified Design Moment 10.32 k -ft 34.43 k -ft 35.27 k -ft Po * .80 • 1,230.79 k 1,230.79 k 1,230.79 k P : Balanced 532.81 k 532.81 k 532.81 k Ecc : Balanced 4.215 in 4.215 in 4.215 in Slenderness . per ACI 318 - 95 Section 10.128 10.13 Actual k Lu / r 62.703 Elastic Modulus 3,605.0 ksi Beta 0.850 I ACI Eq. C-1 ACI Eq C -2 ACI Eq. C -3 Neutral Axis Distance 6.3100 in 2.2450 in 1.6750 in Phi 0.6500 0.7371 0.8323 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.8159 0.8433 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 2,147.34 2,115.42 1,949.68 Pc : piA2 E I / (k Lu) ^2 700.01 689.60 635.57 alpha: MaxPu / (.75 Pc) 0.0987 0.0969 0.0570 Delta 1.0000 1.1073 1.0604 Ecc: Ecc Loads + Moments 2.390 7.444 14.687 in De sign Ecc = Ecc * Delta 2.390 8 242 15 575 in ACI Factor (per ACI 318 -02, applied internally to entered loads) > : + z v s x . r , Na&'w.. - A+rr- U f x . a . , , . i . . . : a 4....., . , , I . , s a + n u ✓ : m r i - . . : ? , ; . . f ' , . c ' , , , , , , , r n : , , ^ = a : . - „ r .t .4..' ,A., ?*w,0,- - 40e y, " n .'4 ...4.., i ....,, :,•e-e rtaa;:a i ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1 400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add"' "0.9" Factor for Seismic 0.900 1 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 I Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 1:14PM, 23 JUN 06 Description : 1 Scope : Rev 580003 User KW 0602744 Ver580 1 Dec2003 Rectangular Concrete Column Page 2 1 (c)1983-2003 ENERCALC Engineenng Software concrete panel analysis ecw Budding A Description Panel B: Section I -I 't Sketch & Diagram • - ,239tn 'r , , Axel Pn'phi (k) - _ _ _ __ _ _ _ - .. - _ _ _ _ _ __ _ ___ _ __ _ _ _ _ Pu.Mu(Eq 8.1) 5385k, 103k• 1 DL =302, LL=5 85, ST =O Ok Pu,Mu (Eq 9-2) 140.1k, 31 1k - 8 .._,-- Po ,Mu )Eq aaJ 85 711;33 3k-ft .152.5 • AI AL 9.251 884 _ _ _ _ _ ___. __ _ ._- _ _. _ - +' 883 I :r III, 411 41In 1 � ti 14 5ft , •122.—_____ ____ —_�__ _ __ _- .—.__- __ ._ ._ _____ _ f :84 1 'e �_' .581 I_- pi {.= ' , ■ ,' 28.1 • 0 —_ ( ___ I 1 (1) Dst Ld e1 DL =0 0, LL -O OS; ST= 1.Okl Fni O.9- >14 (Oft a✓ 0 0 15 5 33 48.8 82 1 77 7 93.2 108 7 ' 124 3 139 8 155 3 Moment Mn'pm (k -ft) .._ _ 0 I . I I I I I I P ,11 111 I 6 E L L ir/ 1 4 3,U,1' 10 J ,S RA\FL C I 11‘ 0- Olt, La 4/:. k1. [ n 0 II r �I OR al lin 4.* lir 110 um not. wirl a NO sit 410, sis *Si AO Um NO 'MI 1111 - MI at .ill" as is a tip. la O- 14' -8" Panel with 10 -0" base window Joist Load Type C , Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 56.42 14 5.64 8.167 13.5 2.21 2:76 - 7.85 2.76 3.74 227.3 B -B 129.175 13.5 12.92 8.167 13.5 2.21 2.76 8.167 13.5 0.00 7.17 7.72 22.29 10.47 4.85 539.7 C -C 210.097 14.5 21.01 8.167 13.5 2.21 2.76 8.167 13.5 0.00 7.17 7.72 8.167 13.5 0.06 7.17 7.28 Li, D -D 37.25 14 3.73 6.5 13.5 1.76 2.19 5.48 2.19 4.12 150.1 E -E 87.5 13.5 8.75 6.5 13.5 1.76 2.19 6.5 13.5 0.00 5.70 6.14 16.21 8.34 5.15 365.6 F -F 144.25 14.5 14.43 6.5 13.5 1.76 2.19 6.5 13.5 0.00 5.70 6.14 6.5 13.5 0.02 5.70 6.02 L2M923� .1r `• 3.96 12.87 12.87 b9.1 37.1 14' -3" Panel with 10' -0" base window Ledger Load Type D Panel Thickness = 10 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 51.63 14 5.16 8 4 0.64 ' 0.80 5.80 0.80 1.74 208 B -B 118.75 13.5 11.88 8 4 0.64 0.80 8 5 0.00 2.60 2.80 15.12 3.60 2.92 496.1 C -C 193.63 14.5 19.36 8 4 0.64 0.80 8 5 0.00 2.60 2.80 8 5 0.00 2.60 2.80 = , s.',o; p p. D -D 37.25 14 3.73 6.5 4 0.52 0.65 4.25 0.65 1.91 150.1 E -E 87.5 13.5 8.75 6.5 4 0.52 0.65 6.5 5 0.00 2.11 2.28 11.38 2.93 3.11 365.6 F -F 144.25 14.5 14.43 6.5 4 0.52 0.65 6.5 5 0.00 2.11 2.28 6.5 5 0.00 2.11 2.28, . 4 9 1.16 4.71 4.71 yy -Jt ft.(' -v r I a_ J t N_ M 0 LI a= I i 1 � I - __( v N I1 1 cl u.■ ti. Q m 3, Q z all - 011 an im. up, mot up ali 1st il Mt m1 al au Iiii el mg a* pa Q0 r ft- ‘, I►I J r m as ar► asi, as um no mot ait o err- no MO OM s -OM a* Ow es NO . - - - 1111 r - Or ifir r- - - 21' -6" Panel with 5' -0" base window Joist Load l Type E Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 58 14 5.80 7.5 15.5 2.33 2.91 8.13 2.91 3.79 233.7 B -B 130 13.5 13.00 7.5 15.5 2.33 2.91 7.5 15.5 0.00 7.56 8.14 22.88 11.04 4.93 543.1 C -C 209 14.5 20.90 7.5 15.5 2.33 2.91 7.5 15.5 0.00 7.56 8.14 7.5 15.5 0.07 7.56 7.60 f,• ' '`R D -D 52.75 14 5.28 7.5 15.5 2.33 2.91 7.60 2.91 3.98 212.5 E -E 105.5 13.5 10.55 7.5 15.5 2.33 2.91 7.5 15.5 0.00 7.56 8.14 20.43 11.04 5.32 440.8 F -F 183.75 14.5 18.38 7.5 15.5 2.33 2.91 7.5 15.5 0.00 7.56 8.14 7.5 15.5 0.07 7.56 7.60 i4 VAIAZ G -G 46.5 14 4.65 6.5 15.5 2.02 2.52 6.67 2.52 3.95 187.3 H -H 105 13.5 10.50 6.5 15.5 2.02 2.52 6.5 15.5 0.00 6.55 7.05 19.06 9.57 5.07 438.7 I -I 169.5 14.5 16.95 6.5 15.5 2.02 2.52 6.5 15.5 0.00 6.55 7.05 6.5 15.5 0.04 6.55 6.76 6-`1A . :AB 3 ' i Q wim3f 6.67 21.66 21.66 / e to. L 'a3.(0 33' -0" Panel with 10' -0" base window Girder Load Type F Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 66 14 6.60 9 4 0.72 0.90 7.32 0.90 1.58 265.9 B -B 150 13.5 15.00 9 4 0.72 0.90 9 4 0.00 2.34 2.52 18.06 3.42 2.41 626.7 C -C 243 14.5 24.30 9 4 0.72 0.90 9 4 0.00 2.34 2.52 9 4 0.00 2.34 2.52 sau§, .450 D -D 97.5 14 9.75 15 4 1.20 1.50 10.95 1.50 1.73 392.8 E -E 225 13.5 22.50 15 4 1.20 1.50 15 4 0.00 3.90 4.20 27.60 5.70 2.59 940 F -F 367.5 14.5 36.75 15 4 1.20 1.50 15 4 0.00 3.90 4.20 15 4 0.00 3.90 4.20 tA•L s ,°Mi�talia 49 G -G 66 14 6.60 9 4 0.72 0.90 7.32 0.90 1.58 265.9 H -H 150 13.5 15.00 9 4 0.72 0.90 9 4 0.00 2.34 2.52 18.06 3.42 2.41 626.7 I -I _ 243 14.5 24.30 9 4 0.72 0.90 9 4 0.00 2.34 2.52 9 4 0.00 2.34 2.52 mp9 5.,� .-2 ,e 1.44 4.68 4.68 2.1.% ti I I .- O -i API - MI I 11110 ion so um ow MO MI MI MS N r \i. ca I d Jp s mom r - - 'om op s mio mi M OM 1111113 N 1110 - In UM i• um - i M UM a i -" 111 41111 MB U- OM 20' -0" Panel with 10' -0" base window Joist Load I Type G I Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ftA2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (pif) A -A 92.5 14 9.25 10 4 0.80 1.00 10.05 1.00 1.30 372.6 B -B 190 13.5 19.00 10 4 0.80 1.00 10 4 0.00 2.60 2.80 22.40 3.80 2.20 793.8 C -C 310 14.5 31.00 10 4 0.80 1.00 10 4 0.00 2.60 2.80 10 4 0.00 2.60 2.80 _ "' §gtL D -D 92.5 14 9.25 10 4 0.80 1.00 10.05 1.00 173 V2.6 E -E 190 13.5 19.00 10 4 0.80 1.00 10 4 0.00 2.60 2.80 22.40 3.80 2.20 793 8 F -F 310 14.5 31.00 10 4 0.80 1.00 10 4 0.00 2.60 2.80 10 4 0.00 2.60 2.80' } °fr #.', 05 0.80 2.60 2.60 .,, t3-2- 9' -8" Panel with 5' -0" base window Ledger Load I Type H I Panel Thickness = 10 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ftA2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (pif) A -A 27.25 14 2.73 4 4 0.32 0.40 3.05 0.40 1.67 109.8 B -B 62.5 13.5 6.25 4 4 0.32 0.40 4 5 0.00 1.30 1.40 7.87 1.80 2.83 261.1 . C -C 101.75 14.5 10.18 4 4 0.32 0.40 4 5 0.00 1.30 1.40 4 5 0.00 1.30 1.40 ,Empatupaago, `V D -D 46.42 14 4.64 5.667 4 0.45 0.57 5.10 0.57 1.44 187 E -E 104.175 13.5 10.42 5.667 4 0.45 0.57 5.667 5 0.00 1.84 1.98 12.71 2.55 2.54 435.2 F -F 167.597 14.5 16.76 5.667 4 0.45 0.57 5.667 5 0.00 1.84 1.98 5.667 5 0.00 1.84 1.98 v a 4w41§4 t9 0.77 3.14 3.14 • N 1 0 —' I LA,-I `` (-- 0,x.5 — i N P[A F 01118 3U tv 4 I ILi , 7 "------IP C a9- TO ?MP ?.z 10. 2.7.K r ►E(- st &,PfTY 1- ; (9.16 I. 2-' 7 o at 1 it 35.1" -4 C ,� r5) . 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'ii qZ I L - V I I I c L.,'zI / . -1 H \V C- 1 I I ,L- °)l ,S ,5'I 1 t t t -5m (.... 4t2 SQL 5 I .%k--- 4 F+St C 72 °12 I jof/•a ••0 I NI C ..,, o'IZ — 2 p '�r °)z F- I I Q ) "C"-__A, b' I h 1 I 'v 1 I Q - q 1 Fanno Creek - Bldg 'A' fc= 4000 'niV` `" "'. CZ) 4/ 5 Panel Section Moment Capacity fy = 60000 A. = c. (.0.2.. » Z I m = 17.64706 Panel Level Mu max b d R Check rho As I Type Base (kip -ft) (in) (in) (psi) <1.0 (sq -in) 63 7.25 45 57.2 0.9663 0.0010 0.4184 A 2nd 109 7.25 81 30.6 0.9820 0.0005 0.4005 I 3rd Roof 65 7.25 69 25.1 0.9852 0.0004 0.2802 19 7.25 45 17.3 0.9898 0.0003 0.1254 Base 220 9.25 45 156.6 0.9079 0.0027 1.4836 VI) 4 I B 2nd 382 9.25 81 83.9 0.9506 0.0014 1.4150 U4) a C' 3rd 228 9.25 69 69.0 0.9594 0.0012 0.9892 Cam) c O Roof 66 9.25 45 • 47.0 0.9724 0.0008 0.4376 I Base 50 7.25 45 45.4 0.9733 0.0008 0.3314 C 2nd 85 7.25 81 23.8 0.9860 0.0004 0.3120 I 3rd 49 7.25 69 18.9 0.9889 0.0003 0.2110 Roof 14 7.25 45 12.7 0.9925 0.0002 0.0924 I D Base 81 9.25 45 57.7 0.9661 0.0010 0.5379 2nd 141 9.25 81 31.0 0.9818 0.0005 0.5181 3rd 86 9.25 69 26.0 0.9847 0.0004 0.3707 Roof 26 9.25 45 18.5 0.9891 0.0003 0.1717 P Base 78 7.25 45 70.8 0.9583 0.0012 0.5190 E 2nd 135 7.25 81 37.8 0.9777 0.0006 0.4966 I 3rd 79' 7.25 69 30.5 0.9820 0.0005 0.3408 Roof 22 7.25 45 20.0 0.9882 0.0003 0.1453 I F Base 181 7.5 45 158.9 0.9065 0.0027 1.2210 (3) 4(.O 2nd 315 7.5 81 85.4 0.9498 0.0014 1.1671 C°') #-C° 3rd 192 7.5 69 71.7 0.9578. 0.0012 0.8334 (.3) * 5 Roof 58 7.5 45 50.9 0.9700 0.0009 0.3848 Base 72 7.25 15 588.5 0.6538 0.0108 1.1796 ea) * tO G 2nd 151 7.25 81 42.3 0.9751 0.0007 0.5558 I 3rd 105 7.25 69 40.6 0.9761 0.0007 0.4536 Roof 26 7.25 63 12.0 0.9929 0.0002 0.1225 I H Base 105 9.25 45 74.7 0.9560 0.0013 0.6991 2nd 184 9.25 81 40.4 0.9762 0.0007 0.6771 3rd 105 9.25 69 31.8 0.9813 0.0005 0.4530 I Roof 26 9.25 45 18.5 0.9891 0.0003 0.1717 I I I BLDG A PanelFlexure.xls 6/26/2006 I A- C) V-- * C-A‘S- P)E9s O Id Precast Wall Panel - Per Check �s'0`' �-st-- Q,.E avi.D Foy II 7�p,p I, �IJE �oAoS. Check shear and flexural capacity of individual piers fc (psi) = 4000 fy (psi) = 60000 I Panel: B Pier: 30" w/ (5) #6 Vu = 17.7 kips Section and Material Shear Capacity, Vn I width, b (in) = 9.25 Bar # 3 Spacing pn = 0.005946 total depth (in) = 30 (in) = 4 phi Vn = 114.0 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 I Shear Capacity, Vm, based on flexural capacity Qty. Bars 2 2 2 a (in) = 5.037 Bar # 6 6 6 Mn (k -ft) = 253.9 depth, d (in) = 28.5 21.75 15 Mu = 228.5 I As (inA2) = 0.88 0.88 0.88 0 0 0 phi Vm = 57.5 < -- Controls Total As (inA2) = 2.64 I OK I 1 Panel: B Pier: 42" w/ (5) #6 vu = 38.5 kips Section and Material Shear Capacity, Vn I width, b (in) = 9.25 Bar # 3 pn = 0.005946 total depth (in) = 42 Spacing (in) = 4 phi Vn = 159.6 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 is Shear Capacity, Vm, based on flexural capacity Il Qty. Bars 2 2 2 a (in) = 5.037 Bar # 6 6 6 Mn (k -ft) = 372.7 depth, d (in) = 40.5 30.75 21 Mu = 335.4 M . As (inA2) = 0.88 0.88 0.88 0 0 0 Total As (inA2) = 2.64 phi Vm = 84.5 < -- Controls OK I Panel: B Pier: 51" w/ (5) #5 , , , Vu = 58.7 kips Section and Material Shear Capacity, Vn width, b (in) = 9.25 Bar # 3 pn = 0.005946 total depth (in) = 56 Spacing (in) = 4 phi Vn = 212.8 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 Shear Capacity, Vm, based on flexural capacity Qty. Bars 2 2 2 a (in) = 3.548 Bar # 5 5 5 Mn (k -ft) = 332.2 depth, d (in) = 49.5 37.5 25.5 Mu = 299.0 I As (inA2) = 0.62 0.62 0.62 0 0 0 Total As (inA2) = 1.86 phi Vm = 75.3 < -- Controls OK II Panel: D Pier: 18" w/ (3) #5 Vu = 4.3 kips • Section and Material Shear Capacity, Vn width, b (in) = 9.25 Bar # 3 pn = 0.005946 I total depth (in) = 18 Spacing (in) = 4 phi Vn = 68.4 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 Shear Capacity, Vm, based on flexural capacity I Qty. Bars 2 2 a (in) = 2.366 Bar # 5 5 Mn (k -ft) = 71.7 depth, d (in) = 16.5 9 Mu = 64.5 As (inA2) = 0.62 0.62 0 0 0 0 phi Vm = 16.3 < -- Controls I Total As (inA2) = 1.24 ( OK I I Panel: D Pier: 33" w/ (5) #5 Vu = 21.7 kips Section and Material Shear Capacity, Vn width, b (in) = 9.25 Bar # 3 pn = 0.005946 I total depth (in) = 33 Spacing (in) = 4 phi Vn = 125.4 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 Shear Capacity, Vm, based on flexural capacity Qty. Bars 2 2 2 a (in) = 3.548 I Bar # 5 5 5 Mn (k -ft) = 206.7 depth, d (in) = 31.5 24 16.5 Mu = 186.0 As (inA2) = 0.62 0.62 0.62 0 0 0 phi Vm = 46.9 < -- Controls I Total As (inA2) = 1.86 OK Panel: F Pier: 48" w/ (5) #6 Vu = 48.3 kips Section and Material Shear Capacity, Vn width, b (in) = 9.25 Bar # 3 pn = 0.005946 total depth (in) = 48 Spacing (in) = 4 phi Vn = 182.4 I pier height, h (ft) = 7.5 As ties (inA2) = 0.22 Shear Capacity, Vm, based on flexural capacity Qty. Bars 2 2 2 a (in) = 3.548 • I Bar # 5 5 5 Mn (k -ft) = 311.3 depth, d (in) = 46:5 35.25 24 Mu = 280.2 As (inA2) = 0.62 0.62 0.62 0 0 0 phi Vm = 70.6 < -- Controls 1 Total As (inA2) = 1.86 f OK Panel: F Pier: 60" w/ (7) #6 Vu = 74.9 kips Section and Material Shear Capacity, Vn width, b (in) = 9.25 Bar # 3 pn = 0.005946 total depth (in) = 60 Spacing (in) = 4 phi Vn = 228.0 I pier height, h (ft) = 7.5 As ties (inA2) = 0.22 Shear Capacity, Vm, based on flexural capacity Qty. Bars 2 2 2 2 a (in) = 6.715 I Bar # 6 6 6 6 Mn (k -ft) = 719.7 depth, d (in) = 58.5 49 39.5 30 Mu = 647.7 As (inA2) = 0.88 0.88 0.88 0.88 0 0 phi Vm = 163.1 < -- Controls I Total As (inA2) = 3.52 OK I I I I I NMI .__ • • MI INIII MI all Min Wvilfill — NM OM • NM MN MO MIN - i RAM Steel v11.0 tri RANI DataBase: Fanno BldgA 50psf 8-15-06 09/12/06 16:41:25 IMENATCWI Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second ,. „ , r ._., , 1 2 3 I ) 1 1 ! . 1 7 8 ( 1 7 - \ ( ) ,,, 9 1 10 ) ( 11 A \, \ I ' 0 0 el P 0 0 1 D a 33 f 1 i 14 17 20 22 , 29 o o 21 , , , 0 28 32 ( c 6 0 0 0 0 3 l'-411 10 16 19 24 5 1 27 34 I 0 , 31 D : 0 0 0 fil Il 0 0 0 , 2 6 9 12 15 18 23 26 a , 30 ., , E. 1,;1.1‘ , . . S T NM OM OM MO - MI - r I V - MO MI In an an - MI MI Gravity Column Design Summary RAM Steel v11.0 to DataBase: Fanno BIdgA 50psf 8 -15 -06 Building Code: IBC Steel Code: ASD 9th Ed. 9/11/2006 14:55 Base PI Footing tp Col# P Size Dead Self +Live MaxTot (in) Column Line 1 - C 1 70.6 HSS6X6X1 /4 40.1 0.7 29.7 70.6 0.75 5' -0" x 5' -0" x 16" Deep Column Line 2 - D 2 96 HSS6X6X5 /16 54.3 0.9 40.8 96 1 6' -0" x 6' -0" x 16" Deep Column Line 2 - C 3 202.8 HSS8X8X3 /8 113.7 1.5 87.6 202.8 1.25 8' -6" x 8' -6" x 24" Deep Column Line 2 - B 4 100.4 HSS6X6X5 /16 58.9 0.9 40.6 100.4 1 6' -0" x 6' -0" x 16" Deep Column Line 46.17ft - 46.75ft 5 137.2 HSS8X8X1 /4 74.2 1 61.9 137.2 1 7' -0" x 7' -0" x 20" Deep Column Line 3 - D 6 172.5 HSS8X8X5 /16 104.8 1.2 66.5 172.5 1.25 8' -0" x 8' -0" x 20" Deep Column Line 3 - C 7 184.9 HSS8X8X3 /8 112.8 1.5 70.6 184.9 1.25 8' -0" x 8' -0" x 20" Deep Column Line 3 - B 8 178.6 HSS8X8X5 /16 109.6 1.2 67.7 178.6 1.25 8' -0" x 8' -0" x 20" Deep Column Line 4 - D 9 161 HSS8X8X5 /16 97.7 1.2 62 161 1 8' -0" x 8' -0" x 20" Deep Column Line 4 - C 10 243 HSS10X10X5 /16 150.4 1.6 91 243 1.25 Tee-Big 9''O " >9' x 2y" Column Line 4 - B 11 177.8 HSS8X8X5 /16 109.1 1.2 67.5 177.8 1.25 8' -0" x 8' -0" x 20" Deep Column Line 5 - D 12 132.4 HSS8X8X1 /4 78.5 1 52.9 132.4 1 7' -0" x 7' -0" x 20" Deep Column Line 5 - C 13 218.6 HSS10X10X5/16 134 1.6 83 218.6 1.25 9' -0" x 9' -0" x 24" Deep Column Line 5 - B 14 179.1 HSS8X8X5 /16 110 1.2 67.9 179.1 1.25 8' -0" x 8' -0" x 20" Deep Column Line 6 - D 15 151.5 HSS8X8X5 /16 91.4 ` 1.2 - 58.8 151.5 1 8' -0" x 8' -0" x 20" Deep Column Line 6 - C 16 245.7 HSS10X10X5/16 153.2 1.6 90.9 245.7 1.25 ¥uu -Btg 9 - 0 ° ') ( 9'19 - x zr Column Line 6 - B 17 179.1 HSS8X8X5 /16 110 1.2 67.9 179.1 1.25 8' -0" x 8' -0" x 20" Deep Column Line 7 - D 18 165.7 HSS8X8X5 /16 101.4 1.2 63.1 165.7 1 8' -0" x 8' -0" x 20" Deep Column Line 7 - C 19 240.1 HSS10X10X5/16 150.1 1.6 88.4 240.1 1.25 9' -0" x 9' -0" x 24" Deep Column Line 7 - B 20 121.3 HSS8X8X1 /4 72.3 1 48 121.3 1 7' -0" x 7' -0" x 20" Deep Column Line 182.50ft - 65.50ft 21 66.4 HSS6X6X5 /16 37.3 0.3 28.7 66.4 0.75 5' -0" x 5' -0" x 16" Deep Column Line 182.50ft - 84.25ft 22 170.2 HSS8X8X5 /16 101.8 1.2 67.1 170.2 1 8' -0" x 8' -0" x 20" Deep Column Line 8 - D 23 170.6 HSS8X8X5 /16 101.9 1.2 67.4 170.6 1 8' -0" x 8' -0" x 20" Deep Column Line 8 - C 24 193 HSS8X8X3 /8 116.8 1.5 74.7 193 1.25 8' -6" x 8' -6" x 24" Deep Column Line 216.17ft - 46.75ft 25 132.8 HSS8X8X1 /4 68 1 63.8 132.8 1 7' -0" x 7' -0" x 20" Deep Column Line 9 - D 26 124.7 HSS8X8X1 /4 70.8 1 52.9 124.7 1 7' -0" x 7'-0" x 20" Deep Column Line 9 - C 27 184.1 HSS8X8X5 /16 106.7 1.2 76.1 184.1 1.25 8' -0" x 8' -0" x 20" Deep Column Line 231.00ft - 65.50ft 28 63.6 HSS6X6X1 /4 36.6 0.3 26.7 63.6 0.75 5' -0" x 5' -0" x 16" Deep Column Line 9 - B 29 180.4 HSS8X8X3 /8 109.5 1.5 69.4 180.4 1.25 8' -0" x 8' -0" x 20" Deep Column Line 248.50ft - 11.50ft 30 32.7 HSS6X6X3 /16 17.2 0.6 14.9 32.7 0.5 5' -0" x 5' -0" x 16" Deep Column Line 248.50ft - 26.50ft 31 35.1 HSS6X6X3 /16 18.4 0.6 16.2 35.1 0.75 5' -0" x 5' -0" x 16" Deep Column Line 248.50ft - 73.50ft 32 41.5 HSS6X6X3 /16 22.2 0.6 18.7 41.5 0.75 5' -0" x 5' -0" x 16" Deep Column Line 248.50ft - 88.50ft 33 36 HSS6X6X3 /16 19.2 0.6 16.3 36 0.75 5-0" x 5' -0" x 16" Deep , Column Line 11 - C 34 87.4 HSS6X6X5 /16 50.7 0.9 35.8 87.4 1 6' -0" x 6' -0" x 16" Deep N I El Gravity Column Design Summary RAM Steel v11.0 C to 1 RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:30 I Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 1 - C Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 13.1 0.0 3.1 1 0.25 Eq H1 -3 90.0 46 HSS6X6X1 /4 3rd 44.4 0.0 2.6 4 0.48 Eq HI -1 90.0 46 HSS6X6X1 /4 2nd 70.6 0.0 2.3 1 0.82 Eq H1 -1 90.0 46 HSS6X6X1 /4 I Column Line 2 - D Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 18.7 1.2 2.9 1 0.29 Eq H1 -3 90.0 46 HSS6X6X5 /16 3rd 60.1 1.0 2.4 4 0.54 Eq H1 -1 90.0 46 HSS6X6X5 /16 1 2nd 96.0 0.9 2.2 1 0.94 Eq H1 -1 90.0 46 HSS6X6X5 /16 Column Line 2 - C I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 40.0 1.2 1.7 5 0.20 Eq H1 -1 90.0 46 HSS8X8X3 /8 3rd 125.4 0.8 1.0 5 0.56 Eq H1 -1 90.0 46 HSS8X8X3 /8 2nd 202.8 0.2 0.3 1 0.90 Eq H1 -1 90.0 46 HSS8X8X3 /8 P Column Line 2 - B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 16.2 1.7 2.8 8 0.29 Eq H1 -3 90.0 46 HSS6X6X5 /16 3rd 63.2 1.4 2.2 5 0.56 Eq H1 -1 90.0 46 HSS6X6X5 /16 2nd 100.4 1.2 2.0 1 0.99 Eq H1 -1 90.0 46 HSS6X6X5 /16 I Column Line 46.17ft - 46.75ft Level - P Mx My LC Interaction Eq. Angle Fy Size I Roof 40.6 6.7 1.1 1 0.40 Eq H1 -2 0.0 46 HSS8X8X1 /4 3rd 88.6 3.0 1.5 2 0.61 Eq H1 -1 0.0 46 HSS8X8X1 /4 2nd 137.2 2.6 1.3 1 0.98 Eq H1 -1 0.0 46 HSS8X8X1 /4 I Column Line 3 - D I Level Roof 40.8 P Mx My LC Interaction Eq. Angle Fy Size 0.9 1.6 4 0.24 Eq H1 -1 90.0 46 HSS8X8X5 /16 3rd 109.6 0.7 1.1 5 0.58 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 172.5 0.4 0.3 1 0.91 Eq H1 -1 90.0 46 HSS8X8X5 /16 I Column Line 3 - C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 62.0 1.5 6.1 5 0.34 Eq H1 -1 90.0 46 HSS8X8X3 /8 I 3rd 124.6 0.6 2.8 4 0.57 Eq H1 -1 90.0 46 HSS8X8X3 /8 2nd 184.9 0.2 2.5 1 0.86 Eq H1 -1 90.0 46 HSS8X8X3 /8 I im Gravity Column Design Summary c--t4 RAM Steel v11.0 l?5- tn IN DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:30 Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 3 - B Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 3rd 35.7 1.6 1.6 3 0.21 Eq H1 -1 90.0 46 HSS8X8X5/16 111.4 0.9 0.9 2 0.59 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 178.6 0.8 0.1 1 0.95 Eq H1 -1 90.0 46 HSS8X8X5 /16 I Column Line 4 - D I Level Roof 34.7 P Mx My LC Interaction Eq. Angle Fy Size 1.3 1.2 2 0.21 Eq H1 -1 90.0 46 HSS8X8X5 /16 3rd 101.9 0.6 0.8 4 0.54 Eq H1 -1 90.0 46 HSS8X8X5 /16 I 2nd 161.0 0.5 0.1 1 0.85 Eq H1 -1 90.0 46 HSS8X8X5 /16 I Column Line 4 - C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 63.1 1.2 3.1 2 0.28 Eq H1 -1 90.0 46 HSS10X10X5 /16 I 3rd 157.9 0.7 1.1 5 0.61 Eq H1 -1 0.1 1 0.94 Eq H1 -1 90.0 46 HSS10X10X5 /16 2nd 243.0 0.2 90.0 46 HSS10X10X5 /16 P Column Line 4 - B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 35.5 1.6 1.6 4 0.21 Eq H1 -1 90.0 46 HSS8X8X5 /16 3rd 110.9 0.9 0.9 5 0.59 Eq H1 -1. 90.0 46 HSS8X8X5 /16 2nd 177.8 0.8 0.1 1 0.94 Eq H1 -1 90.0 46 HSS8X8X5 /16 Column Line 5 - D Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 27.7 0.5 1.8 3 0.21 Eq H1 -1 90.0 46 HSS8X8X1 /4 3rd 88.8 1.3 1.9 5 0.62 Eq H1 -1 90.0 46 HSS8X8X1 /4 2nd 132.4 1.0 1.7 1 0.91 Eq H1 -1 90.0 46 HSS8X8X1 /4 Column Line 5 - C I Level P1 Mx My LC Interaction Eq. Angle Fy Size Roof 39.1 1.8 3.0 13 0.21 Eq H1 -3 90.0 46 HSS10X10X5 /16 3rd 132.9 1.3 2.2 3 0.52 Eq H1 -1 90.0 46 HSS10X10X5 /16 I 2nd 218.6 1.2 1.2 1 0.86 Eq H1 -1 90.0 46 HSS10X10X5 /16 I ColumnLine5 -B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 35.7 1.5 2.0 3 0.22 Eq H1-1 90.0 46 HSS8X8X5 /16 I 3rd 111.7 0.8 1.2 2 0.59 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 179.1 0.7 0.3 1 0.95 Eq Hl -1 90.0 46 HSS8X8X5/16 i ill Gravity Column Design Summary RAM Steel v11.0 C, -5 Pagc 3,'5' tn I M DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:30 IMHN^,x Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 6 - D Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 28.3 1.2 1.8 12 0.20 Eq H1 -3 90.0 46 HSS8X8X5 /16 3rd 99.9 0.6 4.1 3 0.58 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 151.5 0.4 3.7 1 0.86 Eq H1 -1 90.0 46 HSS8X8X5 /16 I Column Line 6 - C I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 47.9 1.1 3.1 5 0.21 Eq H1 -1 90.0 46 HSS10X10X5 /16 3rd 150.1 1.4 1.4 2 0.60 Eq H1 -1 90.0 46 HSS10X10X5 /16 1 2nd 245.7 1.2 0.2 1 0.96 Eq H1 -1 90.0 46 HSS10X10X5 /16 I Column Line 6 - B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 35.7 1.5 2.0 4 0.22 Eq H1 -1 90.0 46 HSS8X8X5 /16 I 3rd 111.7 0.8 1.2 5 0.59 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 179.1 0.7 0.3 1 0.95 Eq H1 -1 90.0 46 HSS8X8X5 /16 P Column Line 7 - D Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 34.4 1.3 1.2 5 0.20 Eq H1 -1 90.0 46 HSS8X8X5 /16 3rd 101.5 0.6 1.1 4 0.54 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 165.7 0.5 0.3 1 0.88 Eq H1 -1 90.0 46 HSS8X8X5 /16 I Column Line 7 - C Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 64.2 1.2 2.6 5 0.28 Eq H1 -1 90.0 46 HSS10X10X5 /16 3rd 159.0 0.7 1.5 5 0.62 Eq H1 -1 90.0 46 HSS10X10X5 /16 2nd 240.1 0.2 0.6 1 0.93 Eq H1 -1 90.0 46 HSS1OX10X5 /16 Column Line 7 - B I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 20.8 1.6 2.7 9 0.24 Eq H1 -3 90.0 46 HSS8X8X1 /4 3rd 76.2 0.9 2.1 2 0.51 Eq H1 -1 90.0 46 HSS8X8X1 /4 I 2nd 121.3 0.8 1.9 1 0.84 Eq H1 -1 90.0 46 HSS8X8X1 /4 I Column Line 182.50ft - 65.50ft Level P Mx My LC Interaction Eq. Angle Fy Size 2nd 66.4 0.0 8.1 1 0.82 Eq H1 -1 90.0 46 HSS6X6X5 /16 I Column Line 182.50ft - 84.25ft I Level P1 Mx My LC Interaction Eq. Angle Fy Size Roof 37.1 1.6 5.8 3 0.29 Eq H1 -2 90.0 46 HSS8X8X5 /16 I Gravity Column Design Summary RAM Steel v11.0 C - Ce ro.gc 4/5 ° I to RANI DataBase: Fanno BldgA 50psf 8 -15 -06 09/11/06 15:57:30 Building Code: IBC Steel Code: ASD 9th Ed. 3rd 115.4 0.9 4.3 5 0.64 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 170.2 0.1 3.4 1 0.95 Eq H1 -1 90.0 46 HSS8X8X5 /16 Column Line 8 - D Level P Mx My LC Interaction Eq. Angle ' Fy Size I Roof 40.1 0.9 1.4 3 0.23 Eq H1 -1 90.0 46 HSS8X8X5 /16 3rd 108.8 0.5 1.0 3 0.57 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 170.6 0.4 0.2 1 0.90 Eq H1 -1 90.0 46 HSS8X8X5 /16 I Column Line 8 - C I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 70.4 1.3 4.4 2 0.37 Eq H1 -1 90.0 46 HSS8X8X3 /8 3rd 144.0 1.1 2.0 3 0.66 Eq H1 -1 90.0 46 HSS8X8X3 /8 2nd 193.0 1.0 1.5 1 0.89 Eq H1 -1 90.0 46 HSS8X8X3 /8 I Column Line 216.17ft - 46.75ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 37.3 2.7 1.2 3 0.31 Eq H1 -1 0.0 46 HSS8X8X1 /4 P 3rd 2nd 88.6 1.2 1.1 4 0.59 Eq H1 -1 1.3 1 0.90 Eq H1 -1 0.0 46 HSS8X8X1 /4 132.8 0.6 0.0 46 HSS8X8X1 /4 I Column Line 9 - D Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 22.3 0.8 2.9 9 0.23 Eq H1 -3 2.4 3 0.52 Eq H1 -1 90.0 46 HSS8X8X1 /4 3rd 77.8 0.6 90.0 46 HSS8X8X1 /4 2nd 124.7 0.2 2.3 1 0.86 Eq H1 -1 90.0 46 HSS8X8X1 /4 I Column Line 9 - C Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 40.2 1.3 3.4 2 0.25 Eq H1 -2 90.0 46 HSS8X8X5 /16 3rd 121.4 0.6 2.6 3 0.65 Eq H1 -1 90.0 46 HSS8X8X5 /16 1 2nd 184.1 0.2 1.7 1 1.00 Eq H1 -1 90.0 46 HSS8X8X5 /16 Column Line 231.00ft - 65.50ft I Level P Mx My LC Interaction Eq. Angle Fy Size 2nd 63.6 0.0 7.9 1 1.00 Eq H1 -1 90.0 46 HSS6X6X1 /4 I Column Line 9 - B Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 40.3 1.2 5.9 4 0.25 Eq H1 -2 90.0 46 HSS8X8X3 /8 3rd 122.9 0.7 4.4 2 0.57 Eq Hl -1 90.0 46 HSS8X8X3 /8 2nd 180.4 0.4 3.3 1 0.85 Eq H1 -1 90.0 46 HSS8X8X3 /8 'I `, Gravity Column Design Summary RAM Steel v11.0 e--- 7 'P'age--5 I to Rim DataBase: Fanno BIdgA 50psf 8 -15 -06 09/11/06 15:57:30 I^FE. Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 248.50ft - 11.50ft Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 5.6 0.4 0.9 1 0.15 Eq H1 -3 90.0 46 HSS6X6X3/16 3rd 20.8 0.4 0.8 3 0.30 Eq H1 -1 90.0 46 HSS6X6X3 /16 2nd 32.7 0.4 0.7 1 0.48 Eq H1-1 90.0 46 HSS6X6X3 /16 I Column Line 248.50ft - 26.50ft I Level P1 Mx My LC Interaction Eq. Angle Fy Size Roof 6.1 0.7 0.0 2 0.12 Eq H1 -3 90.0 46 HSS6X6X3 /16 3rd 22.4 0.4 0.0 3 0.30 Eq H1 -1 90.0 46 HSS6X6X3 /16 1 2nd 35.1 0.4 0.0 1 0.48 Eq H1 -1 90.0 46 HSS6X6X3 /16 I Column Line 248.50ft - 73.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 7.3 1.0 0.0 3 0.15 Eq H1 -3 90.0 46 HSS6X6X3 /16 I 3rd 26.3 0.7 0.0 2 0.36 Eq H1 -1 0.0 1 0.58 Eq H1 -1 90.0 46 HSS6X6X3 /16 2nd 41.5 0.6 90.0 46 HSS6X6X3 /16 P Column Line 248.50ft - 88.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 6.3 0.4 1.0 1 0.16 Eq H1 -3 90.0 46 HSS6X6X3 /16 I 3rd 22.9 0.4 1.0 2 0.33 Eq H1 -1 90.0 46 HSS6X6X3 /16 2nd 36.0 0.3 0.8 1 0.53 Eq H1 -1 90.0 46 HSS6X6X3 /16 I Column Line 11 - C Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 16.6 0.0 3.9 1 0.27 Eq H1 -3 90.0 46 HSS6X6X5 /16 3rd 54.9 0.0 3.2 2 0.49 Eq H1 -1 90.0 46 HSS6X6X5 /16 2nd 87.4 0.0 2.8 1 0.84 Eq H1 -1 90.0 46 HSS6X6X5 /16 1 I I I I 1 Column Load Summary FR RAM Steel v11.0 C to - 1 RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/-11/06 15:57:47 INrERNATCNAL Building Code: IBC Steel Code: ASD 9th Ed. 1 Units: kips Column Line 1- C Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 1 13.50 5.7 0.2 7.2 0.0 6.0 13.1 1 3rd 1 13.50 22.9 0.5 21.0 0.0 23.4 44.4 2nd 1 14.50 40.1 0.7 29.7 0.0 40.8 70.6 1 Column Line 2 - D 1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 2 13.50 8.3 0.3 10.0 0.0 8.6 18.7 3rd 2 13.50 31.3 0.6 28.2 0.0 31.8 60.1 1 2nd 2 14.50 54.3 0.9 40.8 0.0 55.2 96.0 I Column Line 2 - C Level Col# Height Dead Self +Live -Live MinTot MaxTot III Roof 3 13.50 18.0 0.5 21.5 0.0 18.5 40.0 3rd 3 13.50 65.9 1.0 58.6 0.0 66.8 125.4 2nd 3 14.50 113.7 1.5 87.6 0.0 115.2 202.8 1 Column Line 2 - B 1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 4 13.50 8.6 0.3 10.7 0.0 8.9 19.6 I 3rd 4 13.50 33.8 0.6 28.8 0.0 34.3 63.2 2nd 4 14.50 58.9 0.9 40.6 0.0 59.8 100.4 • Column Line 46.17ft - 46.75ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 5 13.50 20.5 0.3 19.8 0.0 20.8 40.6 3rd 5 13.50 44.7 0.7 43.3 0.0 45.4 88.6 1 2nd 5 14.50 74.2 1.0 61.9 0.0 75.2 137.2 1 Column Line 3 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot 1 Roof 6 13.50 19.1 0.4 21.3 0.0 19.5 40.8 3rd 6 13.50 61.0 0.8 47.8 0.0 61.8 109.6 2nd 6 14.50 104.8 1.2 66.5 0.0 106.0 172.5 .1 ` Column Load Summary . RAM Steel v11.0 C -� I� 2/G I to DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:47 INT"ERNAIENAL Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 3 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 7 13.50 32.1 0.5 29.4 0.0 32.6 62.0 3rd 7 13.50 70.1 1.0 53.6 0.0 71.0 124.6 I 2nd 7 14.50 112.8 1.5 70.6 0.0 114.2 184.9 Column Line 3 - B Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 8 13.50 15.7 0.4 19.6 0.0 16.1 35.7 3rd 8 13.50 62.7 0.8 47.9 0.0 63.5 111.4 2nd 8 14.50 109.6 1.2 67.7 0.0 110.9 178.6 I Column Line 4 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 9 13.50 15.7 0.4 18.7 0.0 16.1 34.7 3rd 9 13.50 56.7 0.8 44.4 0.0 57.5 101.9 2nd 9 14.50 97.7 1.2 62.0 0.0 99.0 161.0 I Column Line 4 - C Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 10 13.50 30.1 0.5 32.5 0.0 30.6 63.1 3rd 10 13.50 90.3 1.0 66.6 0.0 91.3 157.9 I 2nd 10 14.50 150.4 1.6 91.0 0.0 152.0 243.0 Column Line 4 - B I Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 11 13.50 15.6 0.4 19.5 0.0 16.0 35.5 3rd . 11 13.50 62.4 0.8 47.8 0.0 63.2 110.9 2nd 11 14.50 109.1 1.2 67.5 0.0 110.3 177.8 Column Line 5 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 12 13.50 12.2 0.3 15.2 0.0 12.5 27.7 I 3rd 12 13.50 50.3 0.7 37.9 0.0 50.9 88.8 2nd 12 14.50 78.5 1.0 52.9 0.0 79.5 132.4 ' Column Load Summary tn RAM Steel v11.0 G- /0 Fes' 1 Riiii DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:47 Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 5 - C U Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 13 13.50 18.8 0.5 23.4 0.0 19.3 42.7 3rd 13 13.50 77.3 1.0 54.6 0.0 78.3 132.9 I 2nd 13 14.50 134.0 1.6 83.0 0.0 135.6 218.6 I Column Line 5 - B Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 14 13.50 15.7 0.4 19.6 0.0 16.1 35.7 3rd 14 13.50 62.8 0.8 48.1 0.0 63.6 111.7 2nd 14 14.50 110.0 1.2 67.9 0.0 111.2 179.1 I Column Line 6 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 15 13.50 13.7 0.4 17.1 0.0 14.1 31.2 P 3rd 15 13.50 56.4 0.8 42.7 0.0 57.2 99.9 2nd 15 14.50 91.4 1.2 58.8 0.0 92.6 151.5 I Column Line 6 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 16 13.50 21.1 0.5 26.3 0.0 21.6 47.9 3rd 16 13.50 86.3 1.0 62.8 0.0 87.3 150.1 I 2nd 16 14.50 153.2 1.6 90.9 0.0 154.8 245.7 Column Line 6 - B I Level Col# Height Dead Self +Live -Live MinTot MaxTot 1 Roof 17 13.50 15.7 0.4 19.6 0.0 16.1 35.7 3rd 17 13.50 62.8 0.8 48.1 0.0 63.6 111.7 2nd 17 14.50 110.0 1.2 67.9 0.0 111.2 179.1 I Column Line 7 - D II Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 18 13.50 15.7 0.4 18.3 0.0 16.1 34.4 I 3rd 18 13.50 56.7 0.8 44.0 0.0 57.5 101.5 2nd 18 14.50 101.4 1.2 63.1 0.0 102.7 165.7 I I Column Load Summary RAM Steel v11.0 C _ / Pa 4/G 1 � RANI DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:47 iNfrENATID\AL Building Code: IBC Steel Code: ASD 9th Ed. • Column Line 7 - C Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 19 13.50 32.0 0.5 31.7 0.0 32.5 64.2 3rd 19 13.50 92.1 1.0 65.9 0.0 93.1 159.0 I 2nd 19 14.50 150.1 1.6 88.4 0.0 151.7 240.1 1 Column Line 7 - B Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 20 13.50 10.7 0.3 13.2 0.0 11.0 24.2 3rd 20 13.50 41.5 0.7 34.1 0.0 42.1 76.2 2nd 20 14.50 72.3 1.0 48.0 0.0 73.3 121.3 I I Column Line 182.50ft - 65.50ft Level Col# Height Dead Self +Live -Live MinTot MaxTot 2nd 21 14.50 37.3 0.3 28.7 0.0 37.6 66.4 PI Column Line 182.50ft - 84.25ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 21 13.50 17.7 0.4 19.0 0.0 18.1 37.1 I 3rd 21 13.50 67.3 0.8 47.3 0.0 68.1 115.4 2nd 22 14.50 101.8 1.2 67.1 0.0 103.1 170.2 I Column Line 8 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 22 13.50 18.6 0.4 21.1 0.0 19.0 40.1 3rd 22 13.50 59.8 0.8 48.2 0.0 60.6 108.8 1 2nd 23 14.50 101.9 1.2 67.4 0.0 103.2 170.6 Column Line 8 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 23 13.50 36.4 0.5 33.5 0.0 36.9 70.4 I 3rd 23 13.50 82.0 1.0 61.1 0.0 82.9 144.0 2nd 24 14.50 116.8 1.5 74.7 0.0 118.3 193.0 I Column Line 216.17ft - 46.75ft I 1 . Column Load Summary RAM Steel v11.0 to e - Pago 5/6 I �A DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:47 M Building Code: IBC Steel Code: ASD 9th Ed. III Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 24 13.50 17.7 0.3 19.3 0.0 18.0 37.3 3rd 24 13.50 43.1 0.7 44.8 0.0 43.8 88.6 2nd 25 14.50 68.0 1.0 63.8 0.0 69.0 132.8 I Column Line 9 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot � . Roof 25 13.50 11.3 0.3 13.5 0.0 11.6 25.1 3rd 25 13.50 40.8 0.7 36.4 0.0 41.4 77.8 i 2nd 26 14.50 70.8 1.0 52.9 0.0 71.8 124.7 Column Line 9 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 26 13.50 18.1 0.4 21.8 0.0 18.5 40.2 I 3rd 26 13.50 66.0 0.8 54.7 0.0 66.8 121.4 2nd 27 14.50 106.7 1.2 76.1 0.0 107.9 184.1 � Column Line 231.00ft - 65.50ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot 2nd 28 14.50 36.6 0.3 26.7 0.0 36.9 63.6 I Column Line 9 - B I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 27 13.50 19.2 0.5 20.7 0.0 19.7 40.3 3rd 27 13.50 71.8 1.0 50.1 0.0 72.7 122.9 I , 2nd 29 14.50 109.5 1.5 69.4 0.0 111.0 180.4 I Column Line 248.50ft - 11.50ft Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 28 13.50 2.6 0.2 2.9 0.0 2.8 5.6 3rd 28 13.50 9.8 0.4 10.6 0.0 10.2 20.8 2nd 30 14.50 17.2 0.6 14.9 0.0 17.7 32.7 I Column Line 248.50ft - 26.50ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 29 13.50 2.7 0.2 3.2 0.0 2.9 6.1 ,I 3rd 29 13.50 10.5 0.4 11.5 0.0 10.9 22.4 2nd 31 14.50 18.4 0.6 16.2 0.0 18.9 35.1 I Fil Column Load Summary tn RAM Steel v11.0 G _ J 3 Pege-4* I m DataBase: Fanno BldgA 50psf 8 -15 -06 09/11/06 15:57:47 NrERN Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 248.50ft - 73.50ft I, Level Col# Height Dead Self +Live -Live MinTot MaxTot • Roof 30 13.50 3.2 0.2 3.9 0.0 3.4 7.3 3rd 30 13.50 12.7 0.4 13.2 0.0 13.1 26.3 I 2nd 32 14.50 22.2 0.6 18.7 0.0 22.8 41.5 Column Line 248.50ft - 88.50ft II Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 31 13.50 2.8 0.2 3.3 0.0 3.0 6.3 3rd 31 13.50 11.0 0.4 11.5 0.0 11.4 22.9 2nd 33 14.50 19.2 0.6 16.3 0.0 19.7 36.0 Column Line 11 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 32 13.50 7.2 0.3 9.0 0.0 7.5 16.6 pi 3rd 32 13.50 29.0 0.6 25.4 0.0 29.6 54.9 2nd 34 14.50 50.7 0.9 35.8 0.0 51.6 87.4 I I , I I I I ,1 Base Plate Design Summary FR RAM Steel v11.0 C _ t� to a RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/11/06 15:57:57 INITE Building Code: IBC Steel Code: ASD 9th Ed. I Column Line Column Size N B tp (ksi) (in) (in) (in) 1 - C HSS6X6X1 /4 36 12.00 12.00 0.750 , 2 - D HSS6X6X5 /16 36 12.00 12.00 1.000 2 - C HSS8X8X3 /8 36 14.00 14.00 1.250 II 2 - B HSS6X6X5 /16 36 12.00 12.00 1.000 46.17ft - 46.75ft HSS8X8X1 /4 36 14.00 14.00 1.000 3 - D HSS8X8X5 /16 36 14.00 14.00 1.250 I 3 - C HSS8X8X3 /8 36 14.00 14.00 1.250 3 - B HSS8X8X5 /16 36 14.00 14.00 1.250 4 - D HSS8X8X5 /16 36 14.00 14.00 1.000 4 - C HSS10X10X5 /16 36 16.00 16.00 1.250 4 - B HSS8X8X5 /16 36 14.00 14.00 1.250 j 5 - D HSS8X8X1 /4 36 14.00 14.00 1.000 5 - C HSS10X10X5 /16 36 16.00 16.00 1.250 5 - B HSS8X8X5 /16 36 14.00 14.00 1.250 I 6 - D HSS8X8X5 /16 36 14.00 14.00 1.000 6 - C HSS10X10X5 /16 36 16.00 16.00 1.250 6 - B HSS8X8X5 /16 36 14.00 14.00 1.250 IIII 7 - D HSS8X8X5 /16 36 14.00 14.00 1.000 7 - C HSS10X10X5 /16 36 16.00 16.00 1.250 7 - B HSS8X8X1 /4 36 14.00 14.00 1.000 I 182.50ft - 65.50ft HSS6X6X5 /16 36 12.00 12.00 0.750 182.50ft - 84.25ft HSS8X8X5 /16 36 14.00 14.00 1.000 8 - D HSS8X8X5 /16 36 14.00 14.00 1.000 I 8 - C HSS8X8X3 /8 36 14.00 14.00 1.250 216.17ft - 46.75ft HSS8X8X1 /4 36 14.00 14.00 1.000 9 - D HSS8X8X1 /4 36 14.00 14.00 1.000 I 9 - C HSS8X8X5 /16 36 14.00 14.00 1.250 231.00ft - 65.50ft HSS6X6X1 /4 36 12.00 12.00 0.750 9 - B HSS8X8X3 /8 36 14.00 14.00 1.250 I 248.50ft - 11.50ft HSS6X6X3 /16 36 12.00 12.00 0.500 248.50ft - 26.50ft HSS6X6X3 /16 36 12.00 12.00 0.750 I 248.50ft - 73.50ft HSS6X6X3 /16 36 12.00 12.00 0.750 248.50ft - 88.50ft HSS6X6X3 /16 36 12.00 12.00 0.750 11 - C HSS6X6X5 /16 36 12.00 12.00 1.000 I I RS rw ma no ...l lin am ow I -, eau Mr art, am — .. is ON S L )M»f4-y of PANES oPi,►fr 0 0 0 0 N 31 =53.`tk o / 4 �13� �) -- \ -. , -1 .*`f a ` , � C w _ 3 2 :33 1 7)4, 6. F , t ii ‘5.4,0_ s- 1 1- s . r 475 M D-, ..„ L ...-7,1„,.,k, ,,,,,/,''' _. , -----1 _.,,, G Bic N N D 'a 3 t o\ -- -- I 44,3 Kc F L._ _ _ _ _ 1 4V 1 .1.i Pt- F 4:4 i ) ► IV L 1�1 E N G I N E T E R 5 Coe t �' Job No 2 k 197 By /"(' 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date /14.A`1 C ND Sheet No. C.., /� � - /i'/ , Pot- ttAwc r v31„.- (3 I Prep # , 4, 4 t 1 s; ,b 1- . ,.. I�'' ®r(�oF) - PP (f`t- +')� f ' /''y l I f � - — — — — rn26t(&eeps5 "- 0.-9 (PDL(PAp f-) ( h c..) (" )(VS T " L _ for - WireES /L I l'f.S' - = . P . . ,I' 4 . '&—tee—g- P4 NJ5 L -S f , 14, 4 f3 .tS 5A-� - Au-aw -s,-� 7rivs,04 = o. si ?,'-(6,o x (,.3,7 I '$' /E,4 -e— i jfiJ . (_ ) - 5 = 741 "` -5 caS " . ,Q /N . (3) -- B - .;- - - L- < 5/4 t e 1-1.4-1 (.E - n t CQ P. )4 Fs-- , fry' 1Ax uPLIfr = S.`I x I . ( Mit OM' INN ea Ilia' Mil 1111111 11111t In MI Mit IOW Precast Wall Panel Overturning Loads - r5o(L r/AX. 'I ` In -plane lateral loads and overturning analysis fc = 4000 Ev = 0.18 Panel 3, 4, 5, 9, 10, 18, 19, 20, 24, 25, 26 Type A Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr L • Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) ,(kips) (kips) (kips) (kips) (in) Roof 14 14.7 206 147 19:50 15.0 4.50 15.0 324 30.0: " -5.9' A -A 5.75 1.33 -5.9 7.88 3rd 13.5 35.1 680 485 45.00 15.0 15.23 15.0 813 30.0 -10:91 B -B 13.28 5.64 -10.9 4.94 2nd 14.5 46.5 1354 967 73.50 15.0 25.95 15.0 1343 30.0 -1 2.5 C -C 21.68 9.96 -12.5 3.64 D -D 11.51 2.66 -5.9 2.25 E -E 26.55 11.28 -10.9 2.93 F -F 43.37 19.91 -12.5 2.75 G -G 5.75 1.33 -5.9 7.88 H -H 13.28 5.64 -10.9 4.94 -I 21.68 9.96 -12.5 3.64 Panel 14, 15 Type B Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp. Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/GirdDL Arm Mr Lw - Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) ,(kips) (kips) (kips) (kips) (in) Roof 14 34.6 484 346 20.73 11.1 1.78 11.1 225 22.3 54`'` A -A 7.71 0.61 5.4 0.36 3rd 13.5 84.8 1629 1164 47.03 11.1 6.02 11.1 531 22.3 28.4 B -B 17.33 2.61 28.4 0.43 2nd 14.5 114.8 3294 2353 78.38 11.1 10.26 11.1 888 22.3 - - 65.9. C -C 27.91 4.60 65.9 0.37 D -D 7.78 0.80 5.4 0.46 E -E 18.07 3.41 28.4 0.55 F -F 29.61 6.02 65.9 0.47 F -F 7.78 0.80 5.4 0.46 G -G 18.07 3.41 28.4 0.55 H -H 32.28 5.13 65.9 0.40 INN am sla es WIND NO alin ON M IIII Now aim NM Ws NU eat mit la SW Panel 13, 16 Type C Panel and Joist/Girder Loads. Ult. Lateral Mot Mres - Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird.D,L Arm Mr Lw -- _ Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) - (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 14 4.2 59 42 •9.37 ' 7.3 - 3.96. 7.3 88 . 14.7 -3::1 A -A 6.66 2.60 -3.1 2.98 3rd 13.5 10.8 205 146 21.67 7.3 13.40 7.3 232 14.7 . -5 :8- B -B 15.24 11.06 -5.8 3.78 2nd 14.5 14.4 413 295 _ 35.43 7.3 22.84 7.3 385 14.7 -6 :1 C -C 24.79 19.52 -6.1 3.58 D -D 4.40 2.07 -3.1 4.36 E -E 10.33 8.80 -5.8 4.63 F -F 17.02 15.53 -6.1 4.11 Panel 2, 27 Type D Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp• Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird D_L Arm Mr Lw - Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) ` (ft) (kips) (ft) (kip -ft) (ft) (kips), (kips) (kips) (kips) (in) Roof 14 8.1 113 81 8.89 7.1 1.16 7.1 64 14.3; ".1`:2`'= A -A 6.09 0:76 1.2 0.75 3rd 13.5 19.2 373 266 20.63 7.1 4.62 7.1 162 14.3 7.3 , B -B 14.01 3.82 7.3 1.22 2nd 14.5 26 750 535 33.79 7.1 8.07 7.1 268 14.3 18.7 C -C 22.85 6.89 18.7 1.14 D -D 4.40 0.61 1.2 0.80 E -E 10.33 3.11 7.3 1.20 F -F 17.02 5.60 18.7 1.08 Panel 1, 28 Type E Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp. Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 14 11.1 155 111 15:73 10.8 6.67 10.8 217 21.5" A -A 6.84 2.74 -4.9 4.11 3rd 13.5 28.2 536 383 34.05 10.8 22.55 10.8 548 21.5 -7.7 B -B 15.34 11.66 -7.7 4.22 2nd _ 14.5 37.1 1074 767 56.23 10.8 38.43 10.8 916 21.5. -6.9: C -C 24.66 20.58 -6.9 3.76 D -D 6.22 2.74 -4.9 4.74 E -E 12.45 11.66 -7.7 4.96 F -F 21.68 20.58 -6.9 4.08 F -F 5.49 2.38 -4.9 5.64 G -G 12.39 10.11 -7.7 4.77 H -H 20.00 17.83 -6.9 4.04 P 1 cis Mt I all fat I MN Olt a 1111 Op eill O. NM M all N. lii ON Panel 29, 30 Type F Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp, Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw - : Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 14 55.2 773 552 22.95 16.5 1.44 16.5 362 33 ''518 A -A 7.79 0.85 5.8 0.41 3rd 13.5 126.6 2482 1773 52.50 16.5 4.87 16.5 852 33 27.9 B -B 17.70 3.61 27.9 0.51 2nd 14.5 171.6 4970 3550 85.35 16.5 8.30 16.5 1391 33 654, C -C 28.67 6.37 65.4 0.44 D -D 11.51 1.42 5.8 0.53 E -E 26.55 6.02 27.9 0.70 F -F 43.37 10.62 65.4 0.62 F -F 7.79 0.85 5.8 0.41 G -G 17.70 3.61 27.9 0.51 H -H 28.67 6.37 65.4 0.44 Panel 7, 22 Type G Panel and Joist/Girder Loads . Ult. Lateral Mot Mres Tens /Comp` Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw -; Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips). (kips) (kips) (kips) (in) Roof 15.5 13.7 212 152 18.50 10.0 0.80 10.0 174 20 = 1.1 A -A 10.92 0.94 -1.1 0.61 3rd 13.5 42.1 781 558 38.00 10.0 2.71 10.0 366 20 .9:6 . B -B 22.42 4.01 9.6 0.78 2nd 14.5 54.8 _ 1575 1125 62.00 10.0 4.61 10.0 600 20 26.3;:, C -C 36.58 7.08 26.3 0.71 D -D 10.92 0.94 -1.1 0.61 E -E 22.42 4.01 9.6 0.78 F -F 36.58 7.08 26.3 0.71 Panel 12, 17 Type H Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp.: Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 14 7.9 111 79 7.37 4.8 0.77. 4.8 35 9.67 4.5 A -A 3.22 0.38 4.5 0.37 3rd 13.5 24 435 310 16.67 4.8 3.08` 4.8 86 9.67 23.2, B -B 7.38 1.91 23.2 0.47 2nd 14.5 32 899 642 26.93 4.8 5.38 4.8 141 _ 9.67 51 ".8 C -C 12.01 3.45 51.8 0.41 D -D 5.48 0.53 4.5 0.41 E -E 12.29 2.71 23.2 0.57 F -F 19.78 4.88 51.8 0.51 n i _ Job FA-AND C{zFFl -- CONSULTING LAS \ I4J %4 [ J ( E E R S Client 1 Job No 7- By gb w 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date T1/4-)N f•-)k. Sheet No. C-- zo i 1-- ,07,1(7/ -I 1 b IJ QFC((-"PJ6J1 1N(..1 I /4 n'II , 6,1,oe-E 5 (",4c (iC, a P ,,.}/ASDow.S ) 1.__/ .1 //s.s P!F►2S L„ J r Lc. . plt;If --I6 f- A h st. 15 A PP1ew) ATr R y A- c.) k Fag - c,oA \ \ / r'`/P .. / 1 D- - , ,. 53. ,k �,s- T�g,Jrront l'>- = 3 0 _ Lo�4b I Li 3(x.'1 = /• Zz. kL-P -1PE " ., �yPE G P , S �L = = �/. 01 ELF b t- 7' c Vio = 3 , 7 f k-L-F 1.--l.— 7- "r 7 � az 3 = o,(yctr kLF 1 .... 1....„ I 13•Z fzE) = 0.cote tr' -- r - -/PE G - /10 E „H„ S 1 7 L = 107 ,� 1 . /1_1 '1 . 47 • y 3 / •<-F L _ 3 "h 6y9, .4„., ` -3 L ( LL F . i...t- _, 32.1 -1, Z . ls- •i.- / _ �' ~/i. (if = 0.�0 �-` I 4-, � LC. • H //�). 3 - - E o 'Le rrL _ rt.t0 / -, _ o. 31 k 1 I tD6 ,1 2t,S _ 'J 941 FGF t-i- 53 ' (/ /2.1 .S - 2 41- F. I -7 Lj T/Pr: " ;_ I DL IdsZ /33 = 3.1-7 k- l-F' Lt _ r.8 /3.2) _ D• " L'r' I lz _L. X Dev't oP Pi t) ! . - O R- 9 r -,� 0 v ,D1(_,.. i2 slsTA k) c E 1 cN �i' &g Tc. o Writ} /Po ell Mt.„ a -Mt s H - E A QS 1... oA-1 Cove.($ /AM /0 : O -C) Dt,. 4- A, 7 E k U E s uC') -` Gr 41 4.46DUG- _ ,2 ' /,,v 1 - 0 SE cOo-1 i kc 0Art -Y SPf2-iO43(.S e_ 2-' O.C. S PR -we-, C 0 NS T4 -IJT f -. s = -e ` /A ' 3 C36z. " o(, Oft 1 0. c • I 1 4 - 45.78k V 015. - - 45.78k, I - 1.914k/ft , - -, �a;UVf.. +; u n�., 1�� , ^,�n�n, ,V. r,, n,,�,, ,,,, ;. .: ,T „rl,.;t`n,! ^,r.y "� },,,ti;•. ,'i ^.' ,; n.nr'.':;, ^,'; �,,, :IIIH • 2 7 2.93 13.33.53 74 4,55 16 7 8 1g , g 38 ;.12.9 0.21 22 2 63 24 15.47.5 � ��'� 5 45.78k 227 1 I I I I I I I Loads: LC 5, 0.6DL + 0 7E Results for LC 5, 0 6DL + 0.7E Member z Bending Moments (k -ft) Reaction units are k and k -ft $ VLMK Engineers Building 'A' - Grid 0.9 Foundation ROW .____ June 21, 2006 at 2:22 PM I 205497 Grid 0 9.r3d _ —__ 1 X 1 1 I 32.4 r. nee lair -� utter -26.6 I I I Results for LC 5, 0.6DL + 0.7E Member y Shear Forces (k) VLMK Engineers Building 'A' - Grid 0.9 Foundation • ROW Sept 12, 2006 at 10:47 AM 205497 Shear (ASD) Grid 0.9.r3d I . - Lm . AT C O tV 5 U L 1 C � 1 V G Job F�,�I'J� C �'� r A.— E 1 V G I N E IG R S Client fr R5, 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 2- 4 ' 5 91 ev °t^ P 503.222.4453 503.248.9263 Fa Date Sheet No. _ 2 - 3 I o1LD/tJCj 17 '-4' I . CP—1 t O I 1 44,, 4x = lb', 5 /' = M - 1 (84.5') — • 17-- 1 ..i 14-' b= 4 / " el -7- .2.' ; / 7- i& f I GttEGIL f r✓I wrrtI stti/445 - T 5,1 c H fAJD f /Jo c FrJrE(L t•'y (2.:19 (it 5 2- /D b •,°► (Lin (2(:,)? .00 a z, `1 / = 2.r3 1, =� u ? G. SAS -1-1) P 1 n aTrt m I pF 1C.pri Fob SHEAe- r oft w d .'bc- (Z -) J 3Q ma ( 0-0) _ `9.44 - '�``l, �< 'y5.{} .vG z 7 1 OVS = Jv — 6J� = 1-15•y - ' /tt . 0,7 t A,/ - r _ : p,b0oSy Av _ 2Co•�z) A o� c, 1 ' „*47/ T,Fs c y •'o.c. , S zy I — ZY al .x . 1 I -46.13k 93 7 -46.13k -2 406k/ft _ _ _ 1, _N1 • , r 2, 1 „ , 6. 1 -7 1 " '3fre l'8fq 1 ": 2 v7 N29 23 73 13 1.9 3.5 5,2 6.8 8.3 9 6'10.510 48.8 8 2.3 03 2.9 6.2 10 15.5 216 • -91 5 46.13k 28 1 I I I • 1 Loads: LC 5, 0.6DL + 0 7E Results for LC 5, 0 6DL + 0 7E Member z Bending Moments (k-ft) Reaction units are k and k-ft VLMK Engineers Building 'A' - Grid 11.1 Foundation ROW June 21, 2006 at 2:42 PM 1 1 [205497 Grid 11 1.r3d I 1zJ_. X I r I 30.8 .r • . � •UR . • _. - i • • _26.8 1 I I Results for LC 5, 0 6DL + 0.7E Member y Shear Forces (k) VLMK Engineers Building 'A' - Grid 11.1 Foundation II ROW Sept 12, 2006 at 10:47 AM 205497 Shear (ASD) Grid 11.1.r3d Job 940 (/ C.14 VIM CONSULTING E N G I N E E R S client 4 -1.2 : 5 ' . IP 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. ?.OSfei.7 By [a 503.222.4453 503.248.9263 ® Date Sheet No. G"04 1 1 Fb vAJ DA-17o r• �. S I (>li By1 L-b / N L ',/f- GP—ID 11.1 /44� = - 93.. �' > /4 1,4- _ /, /(q -1 ') _ / 31, i --, V MAY. --- D.$ f- = , s = 11 33' , : '4' 17 5Si(„ Fovz - mopy.H�T c - 211 -y =2v" iv(, /.1.9 (3,yH) ( 13) / O 51. 6.42 1°- ` < r'3 t. I.' l 3/- 6 2.600, I 4, - _ O. bbl`b ( ")(Z0) ( = Z , 3 D'f 'r^ } Uc (() aAOS ' - jet' . X01 t,®w4. I . ' FSrf,N % �� ff t a- . . CIA I _ ' v' (D I I I I 1 , I �?a Job ,!� i°1 c C O N S U L T I N G VLMK , E N G I 1 R, V E E R S Client �,O IP 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No.LA7Y7 7 By ?i-J P 503.222.4453 503.248.9263 fill Date Sheet No _ Z-7 I e:: 7NlcS I =* '-r Pk- w 111 171 Pe \ A ` 6 2 12_4.-F -►- i i_ t j _ ), 73 --- r, .: Z' - cr..) ( - Pm. t 3 I W' r - L3) se-ft pea. P F :> E.... = 2.7 I i _ z c m ' �Z•7 1 `�)) - li II ,V71:::: ' t Li P , is l' P-i` /Le I' 6:: Zee' c — 2f —7 p = I, x)sZ I (0:41pyx/0-1.- I / y = 4) , os - (3).1 )Lzt\ = /,.37 F L 7 7.-7-----e A/ e L CR °' )6 ‘' )ie.4.0s,7 I 53 t - 0,4 (301/ /39 0 , 00Z - i ._ _ 1 g , Doz3 -4- I ', . I I C O N S U L T I N G VLMK Job n �- +�•+�- E N G I N E E R S ° L" • 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No Z5 BY P 503.222.4453 503.248.9263 ® Date Sheet No Ze L- A- Wki-4-5 ? Ap-o) Z 7_ /3?"` 111 )1.41 0-C : ( 4 _ / 3,7 &/Z -+- zg.Y C243 4. /7.'7 &445") /g5S1/y = �r� i N ram,. 403,2, CZiZ� ?mow v °'- / 5 44- - ©, 9 0e3z) 1 I I I I I I I I T Mu CONSULTING 503 222.4453 Job Name Fanno Creek L 1-1 1� ENGINEERS 503.246 9263 vlmk @vlmk corn NO. 205497 3933 SW Kelly Avenue Portland • Oregon 97239 -4314 www.vlmk corn Sheet No. (. - DATE: 6/8/2006 I FOOTING OVERTURNING CHECK: 1997 UBC Load Combination (12 -10) I WALL: Bldg A - Walls 7 and 22 SOIL INFORMATION: ASSUMPTIONS: 'I 1.) Wall centered on footing in trans direction qallowable = 3 ( ksf) 2.) All applied loads are service loads. allowable increase = 1.33 3.) Resisting loads from ftg. self wgt., w applied Mot = 1111 ( kip - ft) @ bottom of footing and offset PT. load. I approx. soil desity = 120 (pcf) 4.) W applied is along ' width of wall ' dimension. depth of top of ftg. = 1.5 (ft ) 5.) Wall self weight is to be entered with W applied. 6.) Mu neg based on soil and ftg. I FOOTING PROPERTIES: weights above footing cant. B = 4 width of footing (ft ) L1 = 7 length of left cantilever portion of ftg. (ft ) I L2 = 7 length of right cantilever portion of ftg. (ft ) L TOTAL 34 total length of ftg. (ft) t = 20 thickness ( in. ) cons. dens = 0.15 (kcf ) N w applied = 3.16 (klf) footing wgt = 34.00 (kips) 8.4 cu.yd's w idth of wall = 20 (ft ) overburden = 24.48 (kips) P offset = 0.00 (kips) P applied = 63.20 (kips) I L3 = 0.1 (ft ) P total = 121.68 (kips) 1.000 (kit) ftg self Mr applied loads = 1074.4 ( kip -ft) P total = 109.51 (kips) Mr ftg = 578.0 ( kip -ft ) Mr soil overburden = 416.2 ( kip -ft ) 1 Total Mr = 2068.6 ( kip -ft ) 0.9 *Mr = 1861.7 ( kip -ft) Therefore, M = -750.7 ( kip -ft) P offset O.K. I e= 10.15 (ft) U6= 5.67 (ft) ife <U6,then ife >L/6,then q+ = 2.25 ( ksf) q = 2 66 ( ksf) Mot I q- = -0.636 ( ksf) L' = 20.56 ( ft ) ("), Therefore, q = 2.66 ( ksf) LI Width of i O.K. wall I FOOTING LOADS: AC! 9.2.3 Mu + cantilever = 1.4 x q over cantilever lenth FOOTING'. = 323.86 (K -FT) over full width of footing I Mu - cantilever = 1.4 x soil & self wgt. over cantilever lenth o = -59.00 (K -FT) over full width of footing L TOTAL Vu + cantilever = 1.4 x q over cantilever lenth 86.61 ( KIPS ) over full width of footing I CONSULTING Job ►'Moo Cr2F c' -te, V � � E N G I N E E Ft S Client '� 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. a) s'79 7 By P 503.222.4453 503.248.9263 ® Cate Sheet No. 111 N e- 4 d C ?) A(145) _ 091 � L oy Z � l O .e (J4) ) 7o '` 6,40- =` EMI ^ .e1 (17 t))1 G $ /0 G� psi l i r I I I I 1 I I ��T %L u C O N S UN LETEINR S G - 503.222.4453 503.248 9263 Job Name Fanno Creek 1'" L lei 11 vimk @vimk.com Job No. 205497 3933 SW Kelly Avenue Portland • Oregon 97239 -4314 www vlmk.com Sheet No. - /2.-3 i I DATE: 6/8/2006 I FOOTING OVERTURNING CHECK: 1997 UBC Load Combination (12 -10) WALL: Walls 12 and 17 SOIL INFORMATION: ASSUMPTIONS: I 1.) Wall centered on footing in trans direction qallowable = 3 (ksf) 2.) All applied loads are service loads. allowable increase = 1.33 6/./ Z 3.) Resisting loads from ftg. self wgt., w applied Mot = .aer ' ( kip - ft) @ bottom of footing and offset PT. load. I approx. soil desity = 120 (pcf) 4.) W applied is along ' width of wall ' dimension. depth of top of ftg. = 1.5 (ft ) ( 5.) Wall self weight is to be entered with W applied. 6.) Mu neg based on soil and ftg. I FOOTING PROPERTIE . weights above footing cant. B = t, width of footing (ft ) L1 = 10 length of left cantilever portion of ftg. (ft ) I L2 = 10 length of right cantilever portion of ftg. (ft ) L TOTAL= 30 total length of ftg. (ft) t = 30 thickness ( in. ) conc. dens = 0.15 (kcf ) III w applied = 3.16 (klf) footing wgt = 90.00 (kips) 22.2 cu.yd's w idth of wall = 10 (ft ) overburden = 43.20 (kips) P offset = 0.00 (kips) P applied = 31.60 (kips) L3 = 0.1 (ft ) P total = 164.80: (kips) 3.000 (kit) ftg self I Mr applied loads = 474 ( kip -ft) P total = 148.32' (kips) Mr ftg = 1350.0 ( kip -ft ) Mr soil overburden = 648.0 ( kip - ft )' I Total Mr = 2472.0 ( kip -ft ) 0.9 *Mr = 2224.8 ( kip -ft) Therefore, M = - 1325.8 ( kip -ft) P offset O.K. I e= 6.06 (ft) U6= 5.00 (ft) if < U6, then if > U6, then q+ = 1.37 ( ksf) q = 1.38 ( ksf) Mot I q -= -0.131 ( ksf) L'= 26.82 ( ft ) Therefore, q = 1.38 ( ksf) L1 Width of Z. 6 l.u....,+J Cyr ra.q.' a--q O.K. wall FOOTING LOADS: ACI 9.2.3 3.99 f Mu + cantilever = 1.4 x q over cantilever tenth I (l°) # g = 678.08 (K - FT) over full width of footi Mu - cantilever = 1.4 x soil & self wgt. over cantilever tenth o - 310.80 (K - FT) over full width of footing (Gl L TOTAL I Vu + cantilever = 1.4 x q over cantilever tenth 125.99 ( KIPS ) over full width of footing I I I T �/(u CONSULTING 503.222 4453 Job Name Fanno Creek L 1111 ENGINEERS 503 248 9263 vlmk @vlmk.com J0 N0. 205497 3933 SW Kelly Avenue Portland Oregon 97239 -4314 www vlmk.com Sheet No. - (` --'7. Z- I DATE: 6/8/2006 I FOOTING OVERTURNING CHECK: 1997 UBC Load Combination (12 -10) 7 WALL: Walls 12 and 17 -- end with perpendicular panel ' SOIL INFORMATION: ASSUMPTIONS: I qallowable = 1.) Wall centered on footing in trans direction 3 (ksf) 2.) All applied loads are service loads. allowable increase = 1.33 3.) Resisting loads from ftg. self wgt., w applied Mot = 649 ( kip -ft ) @ bottom of footing and offset PT. load. I approx. soil desity = 120• (pcf) 4.) W applied is along ' width of wall ' dimension. depth of top of ftg. = 1.5 (ft ) 5.) Wall self weight is to be entered with W applied. 6.) Mu neg based on soil and ftg. I FOOTING .PROPERTIES: weights above' footing cant. B = 8 width of footing (ft ) L1 = 4 length of left cantilever portion of ftg. (ft ) I L2 = 4 length of right cantilever portion of ftg. (ft ) I- TOTAL 18 total length of ftg. (ft) t = 30 thickness ( in. ) conc. dens = 0.15 (kcf ) In w applied = 3.16 (klf) footing wgt = 54.00 (kips) 13.3 cu.yd's width of wall = 10 (ft ) overburden = 25.92 (kips) P offset = 0.00 (kips) P applied = 31.60 (kips) I L3 = 0.1' (ft) P total = 111.52 (kips) 3.000 (k/0 ftg self Mr applied loads = 284.4 ( kip -ft) • P total = 100.37 (kips) Mr ftg = 486.0 ( kip -ft ) Mr soil overburden = 233.3 ( kip -ft ) I Total Mr = 1003.7 ( kip -ft ) 0.9 *Mr = 903.3 ( kip -ft) Therefore, M = - 254.3 ( kip -ft) P offset O.K. e= 6.47 (ft) U6= 3.00 (ft) if < U6, then if > U6, then q += 220 ( ksf) q= 3.30 ( ksf) q - _ -0.805 ( ksf) L = 7.60 Mot Therefore, q = 3.30 ( ksf) Width of I O.K. L1 wall I FOOTING LOADS: ACI 9.2.3 II Mu + cantilever = 1.4 x q over cantilever lenth " I `N G' � FOOT -_ III = 243.89 (K -FT) over full width of footing • , , , . , I Mu - cantilever= 1.4 x soil & self wgt. over cantilever lenth o = - 49.73 (K - FT) over full width of footing L TOTAL I Vu + cantilever = 1.4 x q over cantilever lenth 108.97 ( KIPS ) over full width of footing I C O IV 5 U L T I ICI G Job�' 0 CgO✓z- 4 /14/4OI46 VLMK ENGINEERS N G I ev G IG R s Chent 1--4 • Job No. /F UL / B --J ./-- 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date / ' sheet No. C ^3 -- 4-u- 1 , \‘ ,,-- --- ).44.47c),_-_, 4 _12-4 -- p° " 3 0 Itev - c- 102-3</-ste,,i 7 ,,,� \ __ �� � 4c9 -, : -z ` o rs ae,/!... 1 444t"" ,.. ,yam. m , . \ _ — ,�, t 40.7 " `- 11. ..,, 1 -7 ! 4, I ,,,,;,.: Vn Gv/ l „- re /, e, „) 7) 0. +,, ,,,2- * „47,7e = i /4, I (4. g 4” i q , _ )6 7 -- e � v' 4 4' `10 ; ,5, -t-- 2 ,5) = /70 -- --7 -_-_- 2..., 14.,,,d - - (-':6 4-- '1, 6- ),,;. 4-2 (3 e7,4 .--7 4 e I . ; 07-4-c) - - e0(`;‘ 'f (17)/4,0) 4'37 -e—:---.2t-7 I f 6.17 - — .c ./.. /c".- ) I ->'” / 1_ / -' C ;7 p - A .. ,, e (/', (Zo ' I j,. 56 / I I I I c - � I Job: Fanno Creek Commons VLMK, CONSULTING , / E N G I N E E R S Job No 205492 Wall Mark: Bldg. A -Wall 31 DATE: 5/17/2006 I FOOTING OVERTURNING CHECK: I 2003 IBC Load Combnation 16 -18 I SOIL INFORMATION: ASSUMPTIONS: 1.) Wall centered on footing in trans direction I gallowable = 3 1.33 ( ksf) 2.) All applied loads are service loads. allowable increase = 3.) Resisting loads from Rg. self wgt., w applied Mot = 3029 ( kip -ft ) @ bottom of footing and offset PT. load. I approx. soil desity = 120 ( pcf) 4.) W applied is along ' width of wall ' dimension. depth of top of ftg. = 1.25 (ft) 5.) Wall self weight is to be entered with W applied. 6.) Mu neg based on soil and ftg. FOOTING PROPERTIES: weights above footing cant. I B = 8 width of footing (ft ) L1 = 8.75 length of left cantilever portion of ftg. (ft ) L2 = 8.75 length of right cantilever portion of ftg. (ft ) I L TOTAL 34.5 total length of ftg. (ft) t = 32 thickness (in. ) conc. dens = 0.15 (kcf ) w applied = 8.08 (klf) footing wgt = 110.40 (kips) 27.3 cu.yd's N width of wall = 17 (ft ) overburden = 41.40 (kips) P offset = 0.00 (kips) P applied = 137.36 (kips) L3 = 0 ( ft ) P total = 289.16 (kips) 3.200 (klf) ftg self • Mr applied loads •= 2369.46 ( kip -ft) P total = 260.24 (kips) Mrftg= 1904.4 (kip -ft) II Mr soil overburden = 714.2 ( kip -ft ) Total Mr = 4988.0 ( kip -ft ) I 0.9 *Mr = 4489.2 (klp -ft ) Therefore, M = - 1460.2 ( kip -ft ) p offset O. K. I e= 11.64 (ft) U6th= n 5.75 (ft) if > if < U6, then U6, e q+ = 2.85 ( ksf) q = 3.87 ( ksf) Mot I q - = -0.966 ( ksf) L' = 16.83 (ft ) Therefore, q = 3.87 ( ksf) L1 Wid I O.K. FOOTING LOADS: ACI 9.2.3 III Mu + cantilever = 1.4 x q over cantilever tenth 1 1370.03 (K - FT) over full width of footing `:, - FOOTING - „ ; '. ° M V - cantilever = 1.4 x soil & self wgt. over cantilever tenth o _ - 235.81 (K -FT) over full width of footing L TOTAL Vu + cantilever = 1.4 x q o ver cantilever tenth = 280.33 ( KIPS ) over full width of footing I I CONSULTING Job 6 / -4 /4v° �✓ ` II V L, M � ENGINEERS Client 1...." �+ Job No. 4 1 By , ▪ 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date 1 f: " 9 ): 0 Sheet No C � • c� 7• ZbP.'6) its 11, (4 :1 7 ) (4-; > q 1.4 1,11ay.r-6 111 1 ' r I V t � , 1 4� N - 697 '?"*. 11 (1+,e3).4,1,24i).0. /04? ("4- -e<44 -20 ot2,7P — (5*)'4 '` o) a I: 2 - ' 1/ °7"1 4 --- .ot `( " ~ 7 ov e e24 e as 1 1 1 1 1 1 I I CONSULTING Job: Fanno Creek Commons IT Ll I ENGINEERS Job No.: 205492 I Wall Mark: Bldg. A- -Walls 6,8,21 & 23 DATE: 5/18/2006 I FOOTING OVERTURNING CHECK: I I 2003 IBC Load Combnation 16 -18 I SOIL INFORMATION: ASSUMPTIONS: 1.) Wall centered on footing in trans direction gallowable = 3 (ksf) 2.) All applied loads are service loads. allowable increase = 1.33 3.) Resisting loads from ftg. self wgt., w applied Mot = 260 ( kip - ft ) @ bottom of footing and offset PT. load. I approx. soil desity = depth of top of ftg. = 120 (pcf) 4.) W applied is along ' width of wall ' dimension. 1.25 (ft) 5.) Wall self weight is to be entered with W applied. 6.) Mu neg based on soil and ftg. FOOTING PROPERTIES: weights above footing cant. I B = 5 width of footing (ft ) L1 = 5 length of left cantilever portion of ftg. (ft ) L2 = 5 length of right cantilever portion of ftg. ( ft ) I L ToraL= 15 total length of ftg. (ft) t = 20 thickness ( in. ) conc. dens = 0.15 (kcf ) III w applied = 4.34 (klf) footing wgt = 18.75 (kips) 4.6 cu. yd's width of wall = 5 (ft ) overburden = 11.25 (kips) P offset = 0.00 (kips) P applied = 21.70 (kips) L3 = 0 (ft ) P total = 51.70 (kips) 1.250 (kit) ftg self 3 Mr applied loads = 162.75 ( kip -ft ) P total = 46.53 (kips) Mr ftg = 140.6 ( k i p -ft ) Mr soil overburden = 84.4 ( kip -ft ) Total Mr = 387.8 ( kip -ft ) 1 0.9 *Mr = 349.0 ( kip -ft ) Therefore, M = -89.0 ( kip -ft ) P offset O.K'. e= 5.59 (ft) U6= 2.50 (ft ) if < U6, then if > U6, then ///"N q+ = 2.01 ( ksf) q = 3.24 ( ksf) A Mot I q - = -0.766 ( ksf) L' = 5.74 (ft) Therefore, q = 3.24 ( ksf) L1 Width. I O.K. FOOTING LOADS: A CI 9.2.3 II M U + cantilever = 1.4 x q over cantilever lenth I ;RZ. = _FOOOTING' „ 201.41 (K - FT) over full width of footing � „.��; - �- : .,,, . � . Mu - cantilever = 1.4 x soil & self wgt. over cantilever tenth . o I _ - 35.00 (K - FT) over full width of footing L TOTAL Vu + cantilever = 1.4 x q over cantilever lenth I = 64.07 ( KIPS ) over full width of footing I N G Job Ff�Ano O .-- V 1 C O E N N G S I lJ N L T E R S Client `"�� l' 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. w / 1 By Th! / P 503.222.4453 503.248.9263 ® u Date �Ce 04 sheet No /4 -( I - CA^Jo P «s SJ L._ _ /air - a" 04 2 u4 S' FRA++ " r LC 5 m t $ . I Lk._ - ZS t ryea� t a=r - x.1_~ . i . . 't t . 3'1-4..t. f ' • • 114 t --- za L I ) C► f7 44r' =4.3'1" ' ____,;,______ 04 . 4 1 ,,,,,,,,_. .1- 4- ,..(4,4 1,1, 0 0o"",_ CZ33`. = 4 7 = . t? (7)-1'). ))z $ =7 CS _ 353 s l I , R- Z; b; C ' 5.I ) (9;11.5.) -0 k- A -/.67, ')(r,o). b .09 9 (1, 1y, s, r - Z) _ p.H7 < Cow ' 1 z. °J = D , 1 4 /7 (5),.t- ' x 2 /. 3 ) 1/Z 9 - 111 L_ reizA, -L. L-.oA `" 6„„,...., I ! /Z9j Zsz X315 r � UAJI FO,evvk A-r I g,C itt Z, 4' ( d• /0�.5.F) =53. -j ,IL17) = 71 rcf � I I 1 I CONSULTING Jobr'►pG-41-- ' V i � ENGINEERS Client /p. • 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 7 By • P 503.222.4453 503.248.9263 Oate 4V4. 4: Sheet No. /I - z- II J M. — 4,004 4.1-- 01-6E. I 1 Wirdiailaiird ' -64) t›.4- ' / C + 3:4 7) '---** 12 ' 4 ' )="--F 4 - Z5 (' %z. + = 247 rLF I 1533' . �f-T' , 33 ' 33 � �l3,� .� .31) z_ j� = 2_, 615&:±3 t 3 — Z 4 * C 93 .. i t'g y a YA -- + Z , 1 ki _ 79 _, 111 " 4 ¢ Z3 z� 1/ = 73 / (v) M e e,.. . g �D�n ®� � - = at C ' ©w..._,) I yr t N I r 'r` 9� , ,0� _ �.o( / ;x) -= X IV 1 yH 7 37x Z 7 �Z" . - r La r, = ,/�(z r7) (1,5") =1, 4 u` 3 (47 X 7 ,4.C) I r 347 ` y Fri Air: _ , f0 ( = z 0 e 3 0v r' _ -45, z .y.*; 5 (-. - I A l C ONSULTING JOB NAME: Fenno Creek �/ E N G I N E E R S JOB No: 204597 933 SW Kelly Avenue • Portland • Oregon 97201 -4393 SHEET. No: DATE: 8/23/2006 503.222.4453 ® 503.248.9263 ® vlmk @vlmk.com ® www.vlmk.com I DRIFTED SNOW CALCULATION - 20031.13.C. 1608 II 1 = MECHANICAL - MID ROOF TYPE OF PROJECTION = 4 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF I 4 = CANOPY OR LOW ROOF lu I I.B.C. REFERENCES SECTION 7 OF ASCE 7 Surcharge Load Due to Drifting / ' u Balanced Snow ,,'. Ill Load L \ s "0 'V i ; L 0. a W Pli Location => Entry Canopies P = I 1= 1.00 importance factor 25 (PSF) ground snow l„= 100 (FEET) roof associated with projection I h 1.45 (FEET) height of balanced snow h 30.00 (FEET) height of roof projection C 1.00 snow thermal factor i C e = 1.00 snow exposure factor P 17.5 (PSF) (Eq.7 -1) snow roof load I Pf(design) = 25 (PSF) minimum snow roof load hd= 3.35 (FEET) height of drifted snow I 7 = 17.25 (PCF) (Eq.7 -4) density of drifted snow (h h /h 19.70 P =%(hd +hb)= 82.87 (PSF) max drift load + roof snow load I W= 13.42 (FEET) length of drifted snow slope of drift= 1: 4.0 I max drift load, p = 57.87 (PSF) peak of drifted snow only limited by (P -P or ( h ) "( y ) 1 CONSULTING J ob n/IO �' �- V L 1�1 E N G I N E E R S Job G ( ' 3933 SW Kelly Avenue • Portland Job No. Ci07T 7 7 By Oregon 97239 -4393 /�,,,� P 503.222.4453 503.248.9263 ® Dater Q�{ Sheet No 1 1 I I b I a d' • o e a v o • . . , , @ - , - C% to. °1/4. I �i V► ' O 11 1 '''s d . - - - 1 V F .J' - 1 t ij 1 0 - ) s4 — 1/ ‘i - 1 -- :,'T', r N 1 o 1 ... I CONSULTING N S U L T I N G � JOB NAME: Fanno Creek -' I ,'!I E N G I N E E R S JOB No: 204597 _ SHEET. No: A-'6 X933 SW Kelly Avenue • Portland • Oregon 97201 -4393 DATE: 8/23/2006 503.222.4453 ®503.248.9263 D vlmk @vlmk.com ®www.vlmk.com I DRIFTED SNOW CALCULATION - 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF I TYPE OF PROJECTION = 4 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF 1 4 = CANOPY OR LOW ROOF lu / 1 I.B.C. REFERENCES SECTION 7 OF ASCE 7 Surcharge Load Due to Drifting i u Balanced Snow I ,_ L r Load a r a j 111111fti,..111111.._ 1 _. W III Location => North Loading Dock Canopy 1 1= 1.00 importance factor P g = 25 (PSF) ground snow l 265 (FEET) roof associated with projection I hb= 1.45 (FEET) height of balanced snow h 30.00 (FEET) height of roof projection C 1.00 snow thermal factor 1 C 1.00 snow exposure factor P� 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load FEET h d (FEET) g = 5.22 height of drifted snow I y = 17.25 (PCF) (Eq.7 -4) density of drifted snow (h h /h 19.70 P y(h +h 115.01 (PSF) max drift load + roof snow load I W= 20.87 (FEET) length of drifted snow slope of drift= 1: 4.0 I max drift load, p = 90.01 (PSF) peak of drifted snow only limited by (P -P or ( h ) *(y ) I ' I Y • '► Z X 4 �m Nokoil � 1 011 2 r I r 4f1 � 1 } 1 •y i ,i'" 10 ' 4 1 Loads: LC 1, Dead + Snow I VLMK Fanno Creek - Bldg A - Dock Canopy to Sept 14, 2006 at 3:09 PM I 205497 Dock Canopy.r3d I VLMK Fanno Creek - Bldg A - Dock Canopy Sept 14, 2006 Global 4 -1 Display Sections for Member Calcs 5 I Mak Internal- Sectiors for Mehiber Calcs 9T.',:::,'''''-.: Include Shear Deformation Yes I Include Warpitigi: . ,.n."., - - _ -Yes ` a _ - ='" - . - I Area Load Mesh (in ^2) 144 Meege Tolerance (in)'.T',.. ` ° i'; , ' - - -',,-%-,, - ;.'12'' ° ::<< - -; ' '..... P -Delta Analysis Tolerance 0.50% I Hot Rolled Steel Code AISC: ASD 9th C'olifForrr'ie&Steel W._: pr-:".,. _. AISl 99f ASM.: " ,. Wood Code NDS 91/97: ASD I Wood Temperature :: - , :; -� ._ . r; < 100F£ r''; l' - . -- Concrete Code ACI 2002 I Number of Shear Regions 4 ReAiiie Spadinquincrerrient (inV .-n,:", ," >..;:,"; ,4 ; , :7 <.:.;-; ;, ;::;r;' „.,:. ";c - Biaxial,Column Method PCA Load Contour Pariiie-Beta Factor (PCA)7,, ` f � " ,>; ?65F-P-rM; :: ri == t''``:;' . x,_. , I Concrete Stress Block Rectangular Us"e :Cracked 'Sections sr , '„:,,t '.Yes` R ` `. v w, ., . , , Bad Framing Warnings No Uni.ased: Force lNaenifigt-: = %Vi 9—: ° :;:, : :'Yes M `: ,,.. e'; : °` - ;; `` Y I Joint Boundary Conditions Joint Label X [k/in] Y k/inl 2 fk/inl X Rot. k -ft/rad Y Rot.fk -ft/rad Z Rot. k -ft/rad Footing ill 1 N3 Reaction Reaction Reaction 2 _ F. - = = °r N7�? Rear io' eact ort -> ;Rea � i" _ _ _ . t n�� °'- °R ct onv� , 3 N5 Reaction Reaction Reaction +s ";thy °', :a. �, . r..,f; �,, • .�, _ rr4�� � '�N1 Reaction° = Reaction - ..:�Reaction��;_�' ��Reaction" Reactii == ° == ry ... ;... . ...... 9� -.. �,.... _ 5 N6 Reaction Reaction Reaction �;N :��. ,, e ` c ' � action:... ` , : Rear i� y ... _- , . . , . . �, t . -_. ,. �6F . - 8 �R a i torn - =: "R e tdiai> �, , I Joint Coordinates and Temperatures Label X [ftl Y fftl, Z fftl Temp [F] Detach From Dia... 1 N1 0 0 0 0 3 N3 0' 0 15 0 - . ` ; 5 N5 0 0 1.25 0 7 N7 0 0 13.75 0 I 9 N9 8 0 1.25 0 10.' ...,, - N10 :.1'-'2--- .1'-'2--- .. '. - 8'. ' - 0": '13.75 "::'•.;:-- 0- , 11 N11 5.67 0 1.25 0 12 " N12'2 `- 5.67.`: 0'; - 13.75:: 0.' .: Hot Rolled Steel Properties I Label E fksi] G fksil 11154 I N.0 Therm (11E5 F) Densityfk/ft^31 Yieldlksil 1 A36 Gr.36 29000 3 .65 .49 36 2 , A572 Gr.50: r 290004 11154: _ '.3'' . .65':_'' - '.. `- .49 -: . :- 50 -'= ' . I 3 A992 29000 11154 .3 .65 .49 50 4 ; A500 Gr:42:;ti. `; :; . ; 29000 ' 1.1154 .3' ' , ' - _ 1 .65'` .. :, -, .49'. ,''' 42. ', 5 A500 Gr.46 29000 11154 .3 .65 .49 46 I RISA -3D Version 6.0 [G:\Acad205\205497\CALCS \Building A \Dock Canopy.r3d] Page 1 I VLMK Fanno Creek - Bldg A - Dock Canopy Sept 14, 2006 I -P Cold Formed Steel Properties I 1 Label E fksi] G [ks7 Nu Therm (\1 E5 F1, Densitv[k/ft^3] Yield[ksi] Ultimatefksil A570 33 29500 11346 .3 .65 I .49 33 52 2: :29500 W . . , ,_ _ A607 C1- ,= 55�:`:;.�° . - 1 "', .., .3T,> .. - - .65?•:. ` ".'`= ;i`: , :49'.: .,, ; 55 '.. , ' . -, . 1 Wood Material Properties Label Species Grade Cm Emod Nu Therm (11E... Densfk/ft^31 I 1 DF Larch Douglas Fir -Larch No.1 1 .3 .3 .035 2i-',::. �, _ SO .Pine= s - _ South�ern' Pine . . � . _ . - No9 --.. : , ,. - .. � � , . , � ; _ .. '�1;"`� °� .` � .3 '. v��h`- .3;',:•1 A .035: Member Primary Data Label I Joint J Joint K Joint Rotate(de9l_ Section /Shape Type Design L... Material Design Rules 1 M1 N3 N4 Edge Bm Beam Wide Fla..A500 Gr.46 Typical {. .R`i - <✓.� ' .,.F - .. Ny.,q - - £ ee y , Y:,' 2 M2:�; , ' N4' =:�` N2�� ,.., , . .. , , .. , -- ...Ed ..,. e , Ia:.;A500;.G .46 -, +9e °:Brr my'��.`: ` �Beama., . Tytiica!• 3 M3 N2 N1 Edge Bm• Beam Wide Fla..A500 Gr.46 Typical :c » 4��� . _ , . -., ,_., �-N7'�" _ .,� � " �," ., .. �Wide�Fla_ <.A5OO�Gr4G�� M4; N1:Q��u Support' -B "ir► . "'.Bea"rn: Typical'.., 5 M5 N5 N9 Support Bm Beam W ide Fla..A Gr.46 Typical 6: , MB= . , ., = . ;Nfi; .,,, ._';iV11 ` ,.., ) .,.. > , ' yn r..._ ,x:. Rod )YBia6e05, Ctiarinel „ . ,, .TYPicali, s, 7 M7 N8 N12 Rod VBrace Channel A36 Gr.36 Typical 1 Load Combinations Description Sol... PDelta SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Dead + Snow Yes 1 1 2 1 P Hot Rolled Steel Design Parameters Label Shape Length[... Lbyyfftl Lbzzfftl Lcomo top...Lcomp bot... Kw Kzz Cm -w Cm -zz Cb v sway z sway I 1 M1•' Edge Bran 8 ° rz:s ;2���. ,M2�� Edge,'Bm` •�15� � ., a �,. , . , .. � . ,,. � , , 3 M3 Edge Bm 8 I $u` " "' Bm , 4, .. M4:. , a" ...� °8. ,... a _. ,_.... ... „m ,g: z - : :',?:4'-, _.. , 5 M5 Support Bm 8 �-i, . si J 6n�e'�. M6=� �'; , .Rcid, _ 8: 019! . _� _ I ._. . ��`�� ;i��� ° _ _ _ _ s , .,. „..- :;;', _. e.., r.. , , 1 7 M7 Rod 8.019 Hot Rolled Steel Section Sets I Label Shape Type Design List Material Design Rules A [in2] Ivy [in4] Izz [in4] J [in4] 1 Edge Bm HSS8X2X4 Beam Wide Flange A500 Gr.46 Typical 4.295 2.936 28.431 9.346 2;' Su`PPort' Bm , . HSS8X2X4. `, ", "Beiiii, ' , Wide Flange A509'Gr.46. _ Typical-4 - 4.295: 2.938: 9.346' J 3 Rod 3/4 Diameter VBrace Channel A36 Gr.36 Typical .442 .016 .016 .031 Basic Load Cases I BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 Dead DL -1 1 I Member Area Loads Joint A Joint B Joint C Joint D Direction Distribution Magnituderksfl I No Data to Print ... 1 RISA -3D Version 6.0 [G:\Acad205\205497\CALCS \Building A\Dock Canopy.r3d] Page 2 I VLMK Fanno Creek - Bldg A - Dock Canopy Sept 14, 2006 II 4- 9 Member Distributed Loads (BLC 1 : Dead) I Member Label Direction Start Maanitudejk/...End Magnitudefk/ft.de... Start Locationfft. %1 End Location[ft. %] 1 M2 Y -.06 -.06 0 0 I Member Distributed Loads (BLC 2 : Snow) Member Label Direction Start Magnitudefk/...End Magnitudefk/ft,de... Start Locationfft. %1 End Locationfft,%] - 1 M2 Y -.46 -.46 0 0 I Joint Loads and Enforced Displacements Joint Label L.D.M Direction Magnitudefk,k -ft in.rad k *s ^2 /ftl I No Data to Print ... I Member Point Loads Member Label Direction . Magnitudefk.k -ftl Locationfft. %1 No Data to Print ... I Joint Reactions (By Combination) LC Joint Label X [k] Y fkl Z fkl MX fk -ft] MY [k -ft] MZ fk -ftl I 1 1 N3 .051 .058 -.006 0 0 0 :'.. - X .s .::, : -: , �'� r.r:. > � yam:=;. �: �,. - r1; " N,7� 85 . 7 ,1'24 ^ "`1;:61 "8u °�d� '0:;_. , <0!�:,_ <�_�__.- , r "., .. =ti�•, 0° °4::.,,,;Y;.. 3 1 N5 5.848 -1.656 0 0 0 0 41: , ;,1 li!; , _ . , . ., C N1. , , . , .. . " ..:045' , =� _ _.. - .:059: -.;.; � =:� 1 °:006. I g?,:,: .. ,� , ,= :009.n , . ri . _,< ,_ E 0. °e " "'� .,, 0 _ 5 1 N6 -5.893 5.899 0 0 0 0 �,� r._ �.; „'� &�; 1= =N8�. <,,�� 5.764' -,h. �kP�. 5.77r,.;,��, -R, 09�,- - 0`' �, :U.<,. r_p. 7 1 Totals: 0 8.511 0 Wiz'' 8 °� 1:j... °::, 66 IX 1.008, �Z:4TS ,. n; , Joint Deflections (BV Combination) I LC Joint Label X finl Y finl Z finl X Rotation fradl Y Rotation fradl Z Rotation fradL 1 1 N1 0 0 0 0 0 - 1.732e -3 - 4; °f- ._ .. 6:435e =3 � }; . 1..83e -4h. > , . = 1,.62'= 3� =_ °. 2' . :;1d ....._ . . " . .N2�: , . ,�_ x_,_ , 0 -r °` ,. ., _-- :161�<,.;x - ..� _ :00- ; .,�- 3 1 N3 0 0' 0 - 6.852e -3 -1.411e-4 - 1.615e -3 , ;1 n.,• .,. _ N4 >a 0'= : ::1 004: =6: - , 4 ° „ °` 5 -� °�" 852' 3�: , g.',',':1 :69464:: ". = 1 :51 "e-3 '� 5 1 N5 0' 0 0 6.6e -3 - 3.871e -5 1.768e -4. 6 1� N& ,. „ .°0't4, 0. :'0' , ;. _ S. =3 K ��. .04.009'64.,., :7.7813'63:: 7 1 N7 0 0 0 - 6.89e -3 - 3.864e -5 1.722e -4 I 8-' _ ,..,1 ' . N87 :1 . '0=:: ' ; OM : :' -° . { 0r,':',"`"`": 3:445e -3`;`= = 3 406e -3i '-7.7.726; 9 1 N9 -.003 -.258 .004 6.6e -3 -2.011e-4 -1.61e-3 10P 1' ` ' N10 -. .003`...:: ' .. "=-.253';=:':‘, '' .Y .0047 ; 6.89'e -3 ` 1.985e -4, <, .` =1.519e -3 : - 1 N11 -.003 -.092 .003 6.6e -3 - 3.871e -5 - 4.55e -3 Ill 12 ": ` . "1: , , -, N12 °`<< , :., = .003 . ,.- ; :09s' ,003 = ':-. 6:89'` =3' �`, : , = 3.864' -5'; 4.449' =3 I Member Section Forces LC Member Label Sec Axialfkl v Shearfkl z Shearfkl Torquefk -ftl y -y Moment[k -..z -z Moment[k-... 1 1 M1 1 .051 .058 -.006 0 0 0 2 2 : . ' 2 .051 -.029 ` . , -.006 , 0 . : =.011 . - .086. ll 3 I 3 .051 0 -.006 0 -.023 -.114 I 4" - . , 4 ".05'1 : -.03 :, :: ; , =:006= : 0=! • - , -.034' :. - .084, I 5 5 .051 -.059 -.006 0 -.046 .005 I I 6 ' , 1' „ ' M2.. , , 1 :c , .006 , . 1 .<_:059' ..._ .- .051--,;., , , .. = .005' ".; :- .046:,. ' 0'''.,F; 7 2 .006 1.958 0 -.005 .019 -6.074 8' . = ., , . 3' 1 - .046: - - : 4 0 e -. - - % � - .005: .019',v'='' ' . -9:66 ` :006:•,.` ., , 1 RISA -3D Version 6.0 [G:\Acad205 \205497\CALCS \Building A \Dock Canopy.r3d] Page 3 1 VLMK Fanno Creek - Bldg A - Dock Canopy Sept 14, 2006 Member Section Forces (Continued) LC Member Label Sec Axial[k] hear[ k] z .z hearjk] Toroue[k -ft] y -v Moment[k-...z-z Moment[k -,.. 9 4 I .006'- : - „Y 0510 -.005 .019 -5.726 ; .' 10 :, ; . - ' - 5 058 i - - .045? :'= : - ' - - .005 ' , - , - .036 .' ' , . '.582':', ' 11 1 M3 1 .045 .058 .006 -.582 -.036 -.005 I , 1 - 2:. :045`' ' :029,: , " ' 'f.006:v`: '° .582:' - _.025 .092.: 13 3 .045 0 .006 -.582 -.014 -.12 14' . , -- 7 .- 4- ' .045.; = .03<-;:1 -' .006 " ° :i". .582 - +::= :002`'` - .089;'=`'-::' 15 5 .045 -.059 .006 -.582 .009 0 ' 1 6'. 1' 'M4'': -: " . :'5.712''•;;:';' -. .- '' v`, WM.- = ,. ` 0`.'_;f.,:,'. . .`0; :' '-';, `:.0 ':,, 17 2 5.712 -1.648 0 0 0 3.266 's1`8 :. .. .... _ . - ,s , 3 = ., '5g-12.;; ■1:677' '-;*.. 0 ". y;;... _. -. ," 6:,-,. ,. „ O'''','''-'',.' 19 4 -.051 4.051 0 0 0 8.074 I 20; _ , ' .- . 5 n, .' w,,� :=051,;'" ' 4:022 ' __,0 °a' .;.=, __- Cr: < O- ::_' -' 0- 21 1 M5 1 5.848 -1.656 0 0 0 0 22: . ,. f.r ,, , „ _ , g. , 2 =y° ."1 . ° 5':848:' �1. :B85r -, , _ - .0 ... _ < , .0' _0 -�_ 3:341 I 23 3 5.848 -1.715 0 0 0 6.741 24�;_- .., - -4: . 045' yt�_4'!'43 =`:`." � 68. ., : :Cfg:, ,. 8 257 25 5 -.045 4.114 0 - 0` 0 0 L`�5- _ fi » '` ,. - �`26- _�'F�', _ . . . , -- ., fUl6 _ - � a� , '= 8338.. .,��_,_ 0 � __.w ,v_ ,._w ©�.+r , , . :'0,- _ V2,f,,rW:al, I 27 2 - 8.336' .002` 0 0`. 0 - .006 avr' -. F': r : ,. qZ ..,J;.= ,. .t" - K:ivF i - = r,1 _ .. _ �3�<•- ., . "u,. ....,.; se,,, �- +N,� +.. _: _, T` ., ._ . , _.,, . „" ,.. x m� -.a *�� -.. � -28� � ��8.334 =� �0 0 ��a;:rtJ�. :009 29 4 -8.332 -.002 0 0 0 -.006 ,.',3' 'x5;. - ,,3.43' :' nS;.'; �:. _ „ •Y ,. Y(,'i 30�- , . n_ . , . ▪ '5Z-r- .'`8';33, , . ,. °004 ,�_ ._ , , ._,,O��f` ., ...:`0�, y .�., ; �:� Oar - _ `�....,0 ,. ' 31 1 M7 1 -8.155 .004 0 0 0 0 ,. r:�ti ,> 32'. 8': ^153,�v :0026,';3 =` �� , `� pw ^x. ,0.z 00 I � Oav 6 33 3 -8.151 0 0 0 0 -.009 34 s_, � . - ▪ , . ,4=74 8.141.9 • . . - :002.,: iIi -.. 0ci5 ,,.., , ., .. 0, . ' - :006;. 0 35 5 -8.147 -.004 0 0 0 0 Member RISC ASD Steel Code Checks . I LC Member Shape- UC Max LocfftlSheac..Locfftl... Fafksit Ftfksil Fbvfksil' Fbz[ksil Cb Cmy Cmz Eon 1 1 M1 HSS8X2... .011 4.917 .001 8 . y 11.076 27.6 27.6 27.6 1 .6 .85 H1 -2 4r HSS8X2 :° kf,' ' - t :;•' �;,,:> ` ' -7. : 918 ' 2`: ° �1�: -: :- M . .,,.J:594w :: y :3`:1'5 - 1� ~27 :6° ,. :r.,,J..< < ":- x.27:6'... -.'� =.: °, , 276��h, °1':.: 85 H "1 =2 3 1 M3 HSS8X2... .010 3 .060 8 y 11.076 27.6 2 27.6 1 .497 .85 H1 -2 z =:.. H.SS8X2 ' `_:', '5 :667 1'1:0.76: cu <: '<?_ : "; ='" ° :' I � `4 > °:'' 1": �_'" M4. -� ° `'669 , �;.U59: ; 5.7 5 y ='°2 7:6';: v'. >.� `- `2'7:6,. , ., �., , , 'T27:6W = :1;K .'6i":; '":14::: H1 5 1 M5 HSS8X2... .711 5.667 .061 5.75 y 11.076 27.6 27.6 27.6 1 .6 1 H1 -3 ;` ";� 3/ 4 Dram:: Bs0;19,;' � ` „6'- ';::'I -; 7 (vl6$` °' " �::$. - :0�= r�� 001 : �:584�; ^. 6'' ,. ..: , ... , .,_ M ^ 27;.w.;',,..1= =: -,6,:. <:1E 1 =12 =1: I 7 1 M7 3/4 Diam.. .854 0 .001 0 .584 21.6 27 27 1 .6 1 H2 -1 I I I 1 I I RISA -3D Version 6.0 [G:\Acad205 \205497\CALCS \Building A \Dock Canopy.r3d] Page 4 I Job ! I J7 ,10 C to .L 1Y1 E N G I N E T E R S Client I Job No. 0 By 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 I P 503.222.4453 503.248.9263 ® //�� j Date Sheet No. /`T - 1 I � � - -r€- cr`, -' k - tA-- e.ONK> . if-- pi 0 I F7-. G C-c 4 (A .7-oz a.y ..) 3) glo. vitR-A I dZ , _ 0,6)0 (As 7x1rD . YQr135 . 6 6 - de0 c p- . it Z C 6, - et;) II F= iz. rze, fs 0 , yvior ., rzLe/g22 2 y 0,4 a _ r) wp° 78 F Ci + z(3h P e 7, o y r, -7:0 I Rte" -k- 'a% . ..- 'ro ( Fiv oil/3 ■r 46705) &'o 4 ,. /z8 w > 0,3 (,765 _ ',2- = 1U,5 ._ I �1 e )r = 739 �9 .. ,2.23 CR S D, I I I CONSULTING Job ' S' L]\4 E N G I N E E R S Client • Job No. ? By 71Q 3933 SW Kelly Avenue • P ortland • Oregon 97239 -4393 ^ _� P 503.222.4453 503.248.9263 ® Date Sheet No. 4 r I );;Cril r•3a' Y _ r Y\A r = 7 4- Z . /,y = �ZS. ( ? ' e) , 7721 7 X 12." k.yr = , /D) 37p' s,..tk-u- -1.o-" 7g r), e p - �i 99 ' (l9 M 4 1s +3'7� 7Z) --- IZY/ f5:5. -,7 fz� e` - 4. - e - ?jZ- 4574 =. Alit I g -,,,-A,',G ' ..--. 7.- 9 1 "t ) -,--:._ Q eil r › f : 4: -- ritodF 6 * ` PI -rro tl _ 7L0` Np V?..7 Pa: , . (d..>7if= .15 .-- 3-49 .4 r_ D, 4 ( Gzri i 300 ,) - b3 I ' J" y O ` A g7 ,e2, k,. L ' - PP ' ,TTi ♦ 455 7 7 e c , k , 1 A. __ a (fN) - < 3490 r I 7YPSL 7-4.{ "0. IrYt z 739, � = 5zc r I --- /sue -, � S= zyaan {s.; A: 7,,,°oo Dot) 7rr, 1 r` = 1 5 '-''° = /3.79 np = D,i)// ? 5 ' ,79 ( _ gyp, `�- 0.Q3:/l =� n — D, I 1 7- Z 3- s 1)'(vno) 4 Drr 1LX� %1 0-°7( laZ 4 =0,iz ∎ ,,/,4. M k. 1 11 MD. 9 to 4 a b . l' „ii ,-t,.,$,:::ti:;; qi N p Q G I M i I YA J fU to co C C a _ I— NM MI I — — o 111 — M r MO — i v NM I I VLMK Consulting Engineers Title : Job # - @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description : 1 I 503.222.4453 1 503.248.9263 fax Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 Page 1 _ User: KW-0602728, 2 V r E8.0, 1-Dec-2 Software Cantilevered Retaining Wall Design fanno creek.ecw:Retalning watts I Description 8' -0" Wall - no slab 1 Criteria Soil Data Footing Strengths Dimensions ootl hs Dlm n ?; Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf fc = 0 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As A, 0.0014 I - Heel Active Pressure = 35.0 psf /ft Toe Width = 1.33 ft Slope Behind Wall 0.00:1 Toe Active Pressure 0.0 psf /ft Heel Width 1.67 Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf /ft Total Footing Width = 3.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in I - FootinglISoil Friction = 0.350 = Wind on Stem 0.0 psf Soil height to ignore Key Width 8.00 in for passive pressure = 0.00 in Key Depth 14.00 in Key Distance from Toe = 1.00 ft I Design Summary Stem Construction Top stem Cove r @ Top in p = 3.00 @ Btm.= 3.00 in .k. Stem OK Total Bearing Load = 3,249 Ibs Design height - ft = 0.00 ...resultant ecc. = 7.48 in Wall Material Above "Ht" = Concrete I Soil Pressure @ Toe = 2,470 psf OK Thickness 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size = # 5 3,000 Rebar Spacing 15.00 Allowable = psf Rebar Placed at = Edge I Soil Pressure Less Than Allowable Design Data = ACI Factored @ Toe 2,546 psf fb /FB + fa/Fa 0.765 ACI Factored @Heel 0 psf Total Force @ Section lbs = 1,904.0 Footing Shear @ Toe = 11.9 psi OK Moment....Actual ft-# = 5,077.3 P Footing Shear © Heel = 28.5 psi OK Moment Allowable 6,633.1 Allowable 93.1 psi Shear Actual psi = 25.6 W all Stability Ratios Overturning = 1.67 OK Shear Allowable psi = 93.1 I Sliding = 1.55 sed) (Vertical Co Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs (Vertical Component U Bar Lap /Hook BELOW Ht. in = 7.26' Lateral Sliding Force 1,417.5 lbs Wall Weight 96.7 less 100% Passive Force= - 1,066.7 lbs Rebar Depth 'd' in = 6.19 less 100% Friction Force= - 1,137.3 lbs Masonry Data si = I Added Force Req'd = 0.0 lbs OK p Fs psi = ....for 1.5 : 1 Stability 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = I .- Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 2,546 0 psf Equiv. Solid Thick. = Mu' : Upward = 1,873 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 254 2,187 ft-# Concrete Data I Mu: Design = 1,619 2,187 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 11.94 28.46 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr I Heel Reinforcing Key Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr = None Spec'd Key: #4© 28.75 in, #5@ 44.50 in, #6@ 48. I I I I VLMK Consulting Engineers Title : Job # ' @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description : d `.— ' 503.222.4453 / 503.248.9263 fax Scope : �1 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 Page 2 User: KW -0602728, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design I _ (U1983 -2003 ENERCALC Engineering Software fanno Creek.ecw.Retafning Walls Description 8' -0" Wall - no slab I Summa of Overturnm . & Resistin • Forces & Moments �.._ _..... r�_ .,. , ....,. OVERTURNING RESISTING Force Distance Moment Force Distance Moment I Item = lbs ft ft-# = lbs ft ft-# Heel Active Pressure 1,417.5 3.00 4,252.5 Soil Over Heel 882.9 2.50 2,205.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = Adjacent Footing Load Added Lateral Load Axial Dead Load on Stem = 0.00 Load © Stem Above Soil = Soil Over Toe = 73.2 0.67 48.6 I SeismicLoad Surcharge Over Toe = Stem Weight(s) 870.0 1.66 1,447.1 Total 1,417.5 O.T.M. = 4,252.5 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.67 Footing Weight = 450.0 1.50 675.0 Vertical Loads used for Soil Pressure = 3,249.4 lbs Key Weight 116.7 1.33 155.6 Vert. Component 856.7 3.00 2,570.1 Vertical component of active pressure used for soil pressure Total = 3,249.4 lbs R.M.= 7,102.2 I p I I 1 I I I I I t VLMK Consulting Engineers Title : Job # ' @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description : 13 -- / le I 503.222.4453 / 503.248.9263 fax Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 Page 1 User: K 2003 2728, V r Engineering 8.0, 1-Dec-2003 ftware Cantilevered Retaining Wall Design I fanno Creek.eCW:Retalnlrlg W8115 Description 6' -0" Wall - no slab I Criteria - Soil Data fi Footing Strengths & Dimensions ,..h.,,.m 1 rt.t -x:, ti`° f.� i =s - .,. ,., +c+zl°,..:_:,. ae-r rtM F.,,. .x x.. s..w , v ,ve_ . .,.. ...w u k .a..'a . , .✓ �d^xt A - +em -wS. t >. x u.. J. �_t 'NG' ,..ssrc.r ..z. Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf fc = % /o 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As = 0.0014 I - Heel Active Pressure = 35.0 psf/ft Toe Width = 0.83 ft Slope Behind Wall 0.00:1 Toe Active Pressure 0.0 psf /ft Heel Width 1.67 Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf /ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in I - FootingllSoil Friction = 0.350 = Wind on Stem 0.0 psf Soil height to ignore Key Width 8.00 in for passive pressure = 0.00 in Key Depth 6.00 in Key Distance from Toe = 1.00 ft I Cover © Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction Top Stem M Stem OK Total Bearing Load = 2.269 lbs Design height. ft = 0.00 ...resultant ecc. = 5.08 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,829 psf OK Thickness 6.00 Soil Pressure @ Heel = 0 psf OK Rebar Size = # 4 3,000 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Edge I Soil Pressure Less Than Allowable Design Data = 0.587 ACI Factored @ Toe 1,976 psf fb/FB + fa/Fa o• ACI Factored @Heel 0 psf Total Force @ Section lbs = 1,071.0 Footing Shear © Toe = 2.0 psi OK Moment....Actual ft-# = 2,142.0 PI Footing Shear @ Heel = 21.6 psi OK Moment Allowable = 3,648.0 Allowable 93.1 psi Shear Actual psi = 21.0 W ail Stability Ratios Overturning = 1.94 OK Shear Allowable psi - 93.1 I Sliding 1.63 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force 857.5 lbs Wall Weight 72.5 less 100% Passive Force= - 600.0 lbs Rebar Depth 'd' in = 4.25 less 100% Friction Force= - 794.0 lbs Masonry Data s� Added Force Req'd 0.0 lbs OK p Fs psi = ....for 1.5 : 1 Stability 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = I Modular Ratio 'n' = Toe Heel Short Term Factor Factored Pressure = 1,976 0 psf Equiv. Solid Thick. Mu' : Upward = 605 0 ft-# Masonry Block Type = Normal Weight I Mu' : Downward 99 1,807 ft -# Concrete Data Mu: Design = = 506 1,807 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 1.96 21.65 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr I Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S' Fr I I I 1 VLMK Consulting Engineers Title : Job # ' @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description : 4 7 503.222.4453 / 503.248.9263 fax Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 _ Rev: 580014 Page 2 r I User: KW-0602728, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design (ct1983 -2003 ENERCALC Engineering software Description 6' -0" Wall - no slab fanno creek.ecw:Retaining Walls I Summa of Overturntn. & Resistin. Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment I Item = lbs ft ft-# = lbs ft ft-# Heel Active Pressure 857.5 2.33 2,000.8 Soil Over Heel 772.2 1.92 1,478.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = Adjacent Footing Load Added Lateral Load Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 45.7 0.42 18.9 I SeismicLoad Surcharge Over Toe = Stem Weight(s) 507.5 1.08 548.1 Total 857.5 O.T.M. = 2,000.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.94 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure = 2,268.6 lbs Key Weight = 50.0 1.33 66.7 Vert. Component 518.2 2.50 1,295.6 Vertical component of active pressure used for soil pressure Total = 2,268.6 lbs R.M.= 3,876.8 1 p ■ I I I I I I I I I VLMK Consulting Engineers Title : Job # - @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description : jj Q 503.222.4453 1 503.248.9263 fax Scope : l Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 Page 1 I _ User: KW -0602728, Ver 5.8.0, 1 -Dec -2003 n fann0 CreeK.eCW:Retalning W8115 X)1983-2003 ENERCALC Engineering Software Description 4' -0" Wall - no sl ab Cantilevered Retaining Wall Design I Criteria ' Soil Data ngt s & n Footing Strengths Dimensions Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf fc = % /o 3,000 psi Fy = 60,000 psi 1.00 ft 0.00:1 Equivalent Fluid Pressure Method Min. As = 0.0014 I Wall height above soil Heel Active Pressure Toe Active Pressure 0.0 psf /ft 35.0 psi /ft Toe Width 0.67 ft Slope Behind Wall Heel Width 1.33 Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf /ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in I - Fo h soil Friction = 0.350 - Wind on Stem 0.0 psf Soil height to ignore Key Width 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft I Design Summary Stem Construction Cover @ Top = 3.00 in @ Btrn.= 3.00 in Top Stem Stem OK Total Bearing Load = 1,263 lbs Design height ft = 0.00 I ...resultant ecc. = Soil Pressure @ Toe 2.40 in Wall Material Above "Ht" Concrete 1,010 psf OK Thickness 6.00 Soil Pressure @ Heel = 253 psf OK Rebar Size = # 4 3,000 Rebar Spacing 18.00 Allowable psf = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe Rebar Placed at 1,137 psf fb /FB + fa/Fa 0.257 ACI Factored @ Heel = 285 psf Total Force @ Section lbs = 476.0 Footing Shear @ Toe = 1.4 psi OK Moment....Actual ft-# = 634.7 11 Footing Shear @ Heel 13.8 psi OK Moment Allowable = 2,471.3 Allowable 93.1 psi Shear Actual psi = 9.3 Overturning = 2.53 OK Wall Stability Ratios Shear Allowable psi = 93.1 I Sliding = 1.73 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Sliding Gales ' (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 408.8 lbs Wall Weight 72.5 less 100% Passive Force= - 266.7 lbs Rebar Depth 'd' in = 4.25 I less 100% Friction Force= - 442.0 lbs Masonry Data psi = Added Force Req'd 0.0 lbs OK Fs p si = ....for 1.5:1 Stability = 0.0 lbs OK p Solid Grouting = Footing Design Results p Heel Special Inspection = Modular Ratio 'n' = Toe Short Term Factor Factored Pressure = 1,137 285 psf Equiv. Solid Thick. = Mu' : Upward = 232 0 ft-# Masonry Block Type = Normal Weight I Mu' : Downward 56 625 ft -# Concrete Data Mu: Design = = 176 625 ft -# fc psi = 3,000.0 Actual 1 -Way Shear = 1.38 13.84 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings I Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined I I I I . I VLMK Consulting Engineers Title : Job # @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description I 503.222.4453 / 503.248.9263 fax Scope : 4 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 I - User: KW -0602728, Ver58.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983.2003 ENERCALC Engineering Software Description 4' -0" Wall - no slab fanno creek ecw:Retaining walls 1 Summ of Overtu L Resistin Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment II Item Ibs ft ft-# lbs ft ft-# = = Heel Active Pressure 408.8 1.61 658.7 Soil Over Heel 366.7 1.58 580.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = Added Lateral Load Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 36.7 0.33 12.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) 362.5 0.92 332.3 Total 408.8 O.T.M. = 658.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.53 Footing Weight = 250.0 1.00 250.0 I Vertical Loads used for Soil Pressure = 1,262.9 lbs Key Weight = Vert. Component 247.1 2.00 494.2 Vertical component of active pressure used for soil pressure Total = 1,262.9 lbs R.M.= 1,669.2 C p I I I I I I I I